ROADS, HIGHWAYS AND BRIDGES BMP's COST ANALYSIS
MAY 15, 1992
Prepared For:
Environmental Protection Agency
401 M Street, SW
Washington, D.C. 20460
Prepared by:
WOODWARD-CLYDE FEDERAL SERVICES
One Church Street, Suite 700
Rockville, MD 20850
(301) 309-0800
-------
ROADS, HIGHWAYS AND BRIDGES BMP's COST ANALYSIS
Prepared For:
Environmental Protection Agency
401 M Street, SW
Washington, D.C. 20460
Prepared by:
WOODWARD-CLYDE FEDERAL SERVICES
One Church Street, Suite 700
Rockville, MD 20850
(301) 309-0800
-------
ROADS, HIGHWAYS AND BRIDGES BMP's COST ANALYSIS
1.0 INTRODUCTION
This report describes cost analyses of best management practices (BMPs) that could be used to
achieve the roads, highways and bridges1 management measures presented in the "Management
Measures for Sources of Nonpoint Pollution in Coastal Waters." There are six management
measures for roads, highways, and bridges. The measures address the following:
Planning and design of roads and highways (including treatment of stormwater
runoff from highways and roads);
Siting and design of bridges (including excluding the use of scupper drains on
certain bridges);
Erosion and sediment control during construction;
Control and toxic and hazardous materials loadings during construction.
Operation and maintenance of roads, highways and bridges; and
Redraft programs.
This report addresses the costs of implementing certain BMPs under all of the management
measures except for management measure number 4; control of toxic and hazardous materials
loadings during construction.
The purpose of the cost analyses is to provide data to compare to current baseline roads,
highways and bridges' costs for various locations throughout the coastal region. These
comparisons will serve as a basis for judging the economic achievability of the management
measures.
2.0 TECHNICAL APPROACH
Twenty-one hypothetical scenarios were developed for the cost analysis. The scenarios are
organized according to the various management measures and examined control of nonpoint
pollution sources (NPS) from: road and highway stormwater runoff; bridge stormwater runoff;
erosion and sediments generated during road, highway and bridge construction; and general
operation and maintenance of roads, highways and bridges. The following sections outline the
specific scenarios used to determine the cost of implementing BMPs for the roads, highways and
bridges' management measures.
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2.1 Planning and Design of Roads and Highways
This management measure involves planning and design of roads and highways to minimize NPS
pollution to coastal waters. During the planning phase roads and highways should be located
to avoid wetlands, areas requiring excessive cut and fill, highly erodible soils, rock outcroppings
and environmentally sensitive areas.
The cost of achieving the planning part of this management measure should be minimal because
most of the practices are currently necessary under the Clean Water Act, the National
Environmental Policy Act NEPA, and Federal Highway Administration (FHWA) guidelines.
The primary cost associated with achieving this management measure would be in the design and
construction of storm water runoff treatment and control structures.
Most highways are currently designed with grass swales and vegetative buffer strips that provide
treatment of stormwater runoff. Consequently, treatment facilities around highway interchanges
were the only BMP scenarios examined for this management measure.
The scenario considered was for one clover-leaf highway interchange, constructed in each of the
four coastal regions. It was assumed that the construction area was a lightly wooded 50 acre site.
Extended Detention Dry Pond was the only BMP considered.
For design, varying site conditions were examined based on the coastal region and rainfall type.
To represent various region's rainfall in the United States, the Soil Conservation Service (SCS)
developed four synthetic 24-hour rainfall distributions (I, IA, II, III) from available National
Weather Service duration-frequency data or local storm data (Soil Conservation Service, 1986).
These rainfall types were used in the development of the different scenarios. The following is
a list of the coastal regions and rainfall types:
Coastal Regions and Rainfall Types:
GL - Great Lakes and Northeast (Type n rainfall);
SE - Gulf Coast, Southeast and Mid-Atlantic Coast (Type HI
rainfall);
NW - Pacific Northwest (Type IA rainfall); and
SW - Pacific Southwest (Type I rainfall).
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The requirements to satisfy the road and highway management measure for runoff control were
assumed to be the same as those for runoff control from developed areas, such that: the practice
must reduce post-development peak runoff rates ranging from the 2-year, 24-hour rainfall to pre-
development levels and remove 80% of total suspended solids (TSS) from the average storm
runoff. In order to determine the total size of the detention or retention basin required, separate
designs were prepared to determine the storage volume required for peak runoff rate control and
removal of TSS. The two storage volumes were then added together to obtain the total storage
volume required. This is a conservative approach to determining the total volume required, but
the approach is used by some agencies to provide a factor of safety in their designs.
A summary of the design analyses results and costs are presented in Table 1. Detailed design
calculations and computer simulation results are presented in Appendix A.
The following sections discuss the methods that were used in sizing the ED dry ponds. In
general, the SCS's method presented in TR-55 (SCS, 1986) was used to determine the storage
for controlling the peak runoff rate and the P-8 Model (or Urban Catchment Model) (Palmstrom
and Walker, 1990) was used to determine the storage for 80% removal of TSS.
A. Design for Control of 2-year, 24-hour Rainfall Peak Runoff
The SCS TR-55 graphical method (SCS, 1986) was used to determine the required volume to
control the peak discharge generated from a 2-year, 24-hour rainfall because it provides
simplified procedures to calculate the effects of changed land use on runoff volume in the
different coastal regions. It calculates the approximate storage volume required to contain post-
construction peak discharge, such that it does not exceed the pre-construction peak discharge
rate.
The peak discharge rate for the 2-year, 24-hour rainfall was calculated based on the following
assumptions:
(i) Dimensions of Site: 1500 feet x 1500 feet
(ii) Slope, S: 3% for GL, SE and SW Region
5 % for NW Region
(iii) Curve Number, CN:
Existing Conditions - Light underbrush woods with good hydrologic conditions:
Pervious soil (SCS Soil Type B) CN=60
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Proposed Conditions - Impervious Cover, CN=98
(iv) Time of Concentration:
Existing Conditions - All pre-construction sites were assumed to have light
underbrush cover with Manning's roughness coefficient,
n=0.40 for 300 feet of sheet flow. For flow lengths that
exceed 300 feet, flows will be unpaved shallow
concentrated flow.
Proposed Conditions - Using TR-55, the time of concentration was calculated
assuming the runoff sheet flowed over a light underbrush
cover (Manning's roughness coefficient n=0.40) before
entering the pipe system. The assumed length of sheet flow
and pipe velocity are shown below.
Sheet Flow Distance Pipe Velocity
Highway Interchange (50 acres) 100 feet 7 ft/sec
(v) Pond Depth = 3.5 feet
(vi) 2-year, 24-hour Rainfall, i
GL 1=3.0 inches
SE i=4.5 inches
SW i=2.5 inches
NW i=3.0 inches
B. Design for Removal of 80% TSS
The P-8 model (Palmstrom and Walker, 1990) was used to predict the generation and transport
of stormwater runoff pollutants in the urban catchments. The P-8 model input parameters for
this analysis included:
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1. Average storm rainfall (i.e. inches of rainfall for each hour throughout the
duration of the storm) for each of the 4 coastal regions;
2. Type of BMP (ED Dry Pond); and
3. Average pollutant loads of TSS (taken from NURP 50).
The following is a list of the rainfall parameters used for each region based on Analysis of
Storm Event Characteristics for Selected Rainfall Gapes Throughout the United States
(Woodward-Clyde, 1989):
GL
Averaee Storm Duration
12 hours
Average Storm Rainfall
0.59 inches
Average Interval
Between Storms
144 hours
SW
12 hours
0.54 inches
476 hours
SE
8 hours
0.78 inches
133 hours
NW
16 hours
0.54 inches
123 hours
In order to distribute the rainfall over the storm duration, the SCS Type I, IA, II, and III curves
were used and the rainfall was distributed over the appropriate storm duration. For example,
in the GL region, 0.59 inches of rainfall was distributed over 12 hours using a Type II storm
distribution.
The ED dry ponds were designed to have a 48-hour drawdown time. All designs were
optimized to achieve 80% removal of TSS.
C. Cost Determination
Cost data were taken from Woodward-Clyde's "Urban BMPs Cost and Effectiveness Summary
Data for 6217(g) Guidance- Roads, Highways and Bridges" (Woodward-Clyde, 1992). Figure
1 shows the unit construction costs per storage volume for dry ponds. Costs were based on 1988
dollars.
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May 14, 1992
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FIGURE 1. UNIT CONSTRUCTION COSTS OF DRY PONDS
io
o.i
o.oi
DRY PONDS
COST/CU FT STORAGE
1000
10000 100000
Storage, cu. ft
1000000
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The cost of the different scenarios was based on the size of the "Control Volume." The
"Control Volume" will provide sufficient volume to meet the management measure performance
criteria. Table 1 summarizes for each scenario the cost of the required ED dry pond. The table
includes the costs to control only the 2-year, 24-hour peak rainfall and the costs to control both
the 2-year, 24-hour peak rainfall and 80% TSS removal.
Planning and design costs were assumed to be 10% of the construction costs. Annual
maintenance costs were also based on a percentage of the construction costs. The following is
a list of how the maintenance costs were computed for each scenario.
Extended Detention Dry Pond
2-year, 24-hour only= 3% of construction cost
2-year, 24-hour + 80% TSS removal = 5% of construction cost
2.2 Siting and Design of Bridges
This management measure is designed to protect domestic water supplies, wetlands, shellfish
beds, and other sensitive ecosystems from receiving contaminated runoff waters from bridge
decks. Practices that could be used to achieve the management measure include:
Coordinate designs with FHWA, USCG, USACB, and other Federal and state
agencies as appropriate;
Review NEPA requirements to ensure that environmental concerns are met;
Avoid highway locations that require numerous river or stream crossings;
Divert pollutant loadings away from bridge decks by diverting runoff water to
land for treatment;
Site bridges to avoid sensitive ecosystems; and
Restrict the use of scupper drains on bridges less than 400 feet in length and on
bridges crossing sensitive ecosystems.
Of the above BMPs, only the elimination of scupper drains should have a significant cost over
current bridge siting and design practices. Consequently, this was the only BMP scenario
examined for this management measure.
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Table 1 Highway Interchange Rnnoff Treatment
No.
Type of
Rainfall:
2yr. 24 Hr.
Rainfall, (in) ^
Control of 2 yr 24 hour Pesk Only
Control of 2 yr. 24 hour Peak & 80% TSS Removal
Type I
Type IA
Type II
Type ID
SW, i-2.5
NW,i-3.0
GL, i=3.0
SE, i-4 .5
Control
Volume
(acft)
(2)
Unit Cost
(SAD
(3)
Construction
Cost
Planning &
Desigi Cost
(4)
Total
Cost
/
Area Lost
(acres)
(5)
Maint.
Coa($/yr)
(6)
Control
VoL
(ac-ft)
(2)
Unit Cost
(SAD
(3)
Construction
Cost
Planning A
Design Cost
(4)
Total
Cost
Area Lost
(acres)
(5)
Maint.
Cost
(S/yr)
(7)
1
Type 11
GL
6.9
0.14
$42,079
$4,208
$4^,287
1.97
$1,262
9.42
0.12
$49,240
$4,924
$54,164
2.69
$2,462
2
Type in
SE
9.6
0.12
$50,181
$5,018
, $55,199
2.74
$1,505
12.89
0.1
$56,149
$5,615
$61,764
3.68
$2,807
3
Type I
SW
5.4
0.17
$39,988
$3,999
$43,987
1.54
$1,200
7.52
0.13
$42,584
$4,258
$46,843
2.15
$2,129
4
Type 1A
NW
6.3
0.15
$41,164
$4,116
$45,281
1.80
$1,235
8.18
0.13
$46,322
$4,632
$50,954
2.34
$2,316
(1) GL**Great Lakes and Northeast Coast (2)
SE«*Gulf, Southeast and Mid-Atlantic Coasts (3)
NW«Pacifc Northwest (North of San Franc ico) (4)
SW=Southwetf Coast (South of San Francisco) (5)
Control volume is based on 2 ponds
Unit cost baaed on construction of 1 pond
Planning and Design Cost ¦ 10% of Constriction Cost
Control Volume/A vg. Depth of 3.5
(6) Annual Maintenance Co* « 3% of Construction Cost
(7) Annual Maintenance Cod m 5% of Construction Cost
br_hwy.wk3
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Four hypothetical scenarios were developed for this BMP implementation. One newly
constructed bridge with a connecting roadway on each side was examined in four coastal
regions. The bridge was assumed to be 400-foot by 60-foot and would not have scupper drains,
however, it did have drainage pipes to capture the bridge runoff. Each roadway segment draining
to the bridge was assumed to be 0.25 mile long and 60 feet wide with a 20 foot right-of-way
along each shoulder. The construction area was assumed to be lightly wooded and encompassing
approximately 7 acres. Extended Detention Dry Pond was the only BMP considered.
For design, varying site conditions were examined based on the coastal region and rainfall type.
To represent various region's rainfall in the United States, the SCS developed four synthetic 24-
hour rainfall distributions (I, IA, n, HI) from available National Weather Service duration-
frequency data or local storm data (1986). These rainfall types were used in the development
of the different scenarios. The following is a list of the coastal regions used for the analysis and
the associated rainfall types:
Coastal Regions and Rainfall Types:
GL - Great Lakes and Northeast (Type II rainfall);
SE - Gulf Coast, Southeast and Mid-Atlantic Coast (Type III
rainfall);
NW - Pacific Northwest (Type IA rainfall); and
SW - Pacific Southwest (Type I rainfall).
The requirements to satisfy the bridge management measure for runoff control were assumed to
be the same as those for runoff control from developed areas, such that: the practice must reduce
post-development peak runoff rates ranging from the 2-year, 24-hour rainfall to pre-development
levels and remove 80% of TSS from the average storm runoff. In order to determine the total
size of the detention or retention basin required, separate designs were prepared to determine
the storage volume required for peak runoff rate control and removal of TSS. The two storage
volumes were then added together to obtain the total storage volume required. This is a
conservative approach to determining the total volume required, but the approach is used by
some agencies to provide a factor of safety in their designs.
A summary of the design analyses results and cost are presented in Table 2. Detailed design
calculations and computer simulation results are presented in Appendix B.
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May 14, 1992
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The following sections discuss the methods that were used in sizing the ED dry ponds. In
general, the SCS's method presented in TR-55 (SCS, 1986) was used to determine the storage
for controlling the peak runoff rate and the P-8 Model (or Urban Catchment Model) (Palmstrom
and Walker, 1990) was used to determine the storage for 80% removal of TSS.
A. Design for Control of 2-year, 24-hour Rainfall Peak Runoff from Roadway Segment
The SCS TR-55 graphical method (SCS, 1986) was used to determine the required volume to
control the peak discharge generated from a 2-year, 24-hour rainfall because it provides
simplified procedures to calculate the effects of changed land use on runoff volume in the
different coastal regions. It calculates the approximate storage volume required to contain post-
construction peak discharge, such that it does not exceed the pre-construction peak discharge
rate.
The peak discharge rate for the 2-year, 24-hour rainfall was calculated based on the following
assumptions:
(i) Dimensions of site 3000 feet x 100 feet
(ii) Slope, S: 3% for GL, SE and SW Region
5 % for NW Region
(iii) Curve Number, CN:
Existing Conditions - Light underbrush woods with good hydrologic conditions:
Pervious soil (SCS Soil Type B) CN=60
Proposed Conditions - Impervious Cover, CN=89
(iv) Time of Concentration:
Existing Conditions - All pre-construction sites were assumed to have light
underbrush cover with Manning's roughness coefficient,
n=0.40 for 200 feet of sheet flow. For flow lengths that
exceed 200 feet, flows will be unpaved shallow
concentrated flow.
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Proposed Conditions - Using TR-55, the time of concentration was calculated
assuming the runoff sheet flowed over a smooth cover
(Manning's roughness coefficient n=0.011) before entering
a drainage ditch adjacent to the roadway leading to the
bridge.
(v) Pond Depth = 3.5 feet
(vi) 2-year, 24-hour Rainfall, i
GL i=3.0 inches
SE i=4.5 inches
SW i=2.5 inches
NW i=3.0 inches
B. Design for Removal of 80% TSS
The P-8 model (Palmstrom and Walker, 1990) was used to predict the generation and transport
of stormwater runoff pollutants in the urban catchments. The P-8 model input parameters for
this analysis included:
1. Average storm rainfall (i.e. inches of rainfall for each hour throughout the
duration of the storm) for each of the 4 coastal regions;
2. Type of BMP (ED Dry Pond); and
3. Average pollutant loads of TSS (taken from NURP 50).
The following is a list of the rainfall parameters used for each region based on Analysis of
Storm Event Characteristics for Selected Rainfall Gages Throughout the United States
(Woodward-Clyde, 1989):
Average Storm Duration Average Storm Rainfall Average Interval
Between Storms
GL
12 hours
0.59 inches
144 hours
SW
12 hours
0.54 inches
476 hours
SE
8 hours
0.78 inches
133 hours
NW
16 hours
0.54 inches
123 hours
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11
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In order to distribute the rainfall over the storm duration, the SCS Type I, IA, n, and HI curves
were used and the rainfall was distributed over the appropriate storm duration. For example,
in the GL region, 0.59 inches of rainfall was distributed over 12 hours using a Type II storm
distribution.
The ED dry ponds were designed to have a 48-hour drawdown time. All designs were
optimized to achieve 80% removal of TSS.
C. Design for Pipe Collection System
A pipe collection system will be necessary in order to collect the runoff on the bridge and to
prevent excessive surface flows that would pose a hazard to motorists.
Pipe Sizing:
For each of the design scenarios, a reinforced steel pipe was assumed to be used to convey the
stormwater runoff from the bridge surface to an ED Dry Pond. TR-55 was used to compute the
10-year, 24-hour peak discharge generated from an average storm in each coastal region. A 10-
year storm was used for design to minimize the hazards to motorists from frequent and excessive
surface flows.
The peak discharge from the bridge runoff was calculated based on the following assumptions:
bridge size: 200 x 60 (half of bridge);
slope = 2 % for all regions
CN = 98
Tc was calculated to be less than 6 minutes, however, 6 minutes was used for
TR-55 analyses.
The following assumptions were made for the pipe design:
pipe is half full for design storm; and
ground slope of bridge = slope of pipe (2%)
For the pipe design, a pipe diameter was assumed, and a peak discharge for the pipe was
calculated based on Manning's equation.
According to the means "Building construction Cost Data" dated 1991, a 6-inch pipe was the
smallest pipe diameter available. Using Manning's equation, a 6-inch diameter pipe was large
enough to control the peak discharge for all coastal zones except the southeast, the southeast
coastal zone needed an 8-inch diameter to meet the design criteria.
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2.3 Cost Determination
Cost data were taken from Woodward-Clyde's "Urban BMPs Cost and Effectiveness Summary
Data for 6217(g) Guidance- Roads, Highways and Bridges" (Woodward-Clyde, 1992) and means
"Building Construction Cost data (means, 1991). Costs were based on 1988 dollars.
The cost of the different scenarios was based on the size of the "Control Volume" and the pipe
collection system. The "Control Volume" will provide sufficient volume to meet the
management measure performance criteria. Table 2 summarizes for each scenario the cost of
the required ED dry pond and piping system. The table includes the costs to control only the 2-
year, 24-hour peak rainfall and the costs to control both the 2-year, 24-hour peak rainfall and
80% TSS removal.
Planning and design costs were assumed to be 10% of the construction costs. Annual
maintenance costs were also based on a percentage of the construction costs. The following is
a list of how the maintenance costs were computed for each scenario.
Extended Detention Dry Pond and Piping System
2-year, 24-hour only= 3% of construction cost
2-year, 24-hour + 80% TSS removal = 5% of construction cost
The estimated useful life of ED dry Pond and piping system is 50 years.
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Table 2 Bridge Runoff Treatment
No.
Type of
2yr. 24 Hr.
Control of 2 yr 24 hour Peak Only
Control of 2 jr. 24 hour Peak & 80% TSS Removal
Rain fa]):
Rainfall, (in) ^
Type I
SW,i-2J
Construction
Control
Unit Co at
Contraction
Planning &
Total
Area Lo*
Mafnt.
Control
UnitCost
Construction
Planning &
Total
Area Lost
Matnt.
Type IA
NW,i«3.0
Cost of Pipe
Volume
(S/c<)
Cost
Desigi Cost
Co it
(acres)
Co* ($/yr)
Vol.
($/cf)
Cost
Desigi Cost
Cost
(acres)
Cost
Type II
GL.i-3.0
(ac-ft)
ofDry ftmd
(ac-ft)
ofDry ft>nd
(W
Type 111
SE,1-4.5
(2)
(3)
(4)
(3)
(«)
(2)
0)
(4)
(5)
(7)
1
Type II
GL
$2,860
0.64
0.77
$21,466
$2,433
$26,759
0.18
$730
0.98
0.63
$26394
$2,975
$32,729
026
$1,488
2
Type in
SE
$3,160
0.90
0.65
$25,483
SZJB6A
$31,507
0.26
$859
134
0.54
$31399
$3,476
$38234
0_38
" $1,738
3
Type 1
SW
$2,860
0.48
0.91
$!9j027
$2,189
$2407«
0.14
$657
0.76
0.7
$23474
$2,603
S28/S37
0.22
$1302
4
Type 1A
NW
$2,860
0.60
0.8
$20,909
$2377
$2«,14«
0.17
$713
0.88
0.65
$24,916
$2,778
$30,554
025
$1389
(1) GL«Great Lakes and Northeast Coast
SE»Gulf,Southeast and Mid-AilanticCoafti
N Wo Pacific Northwest (North ofSan Francisco)
SW«Southweat Coast (South ofSan Francisco)
(2)Control vokime is based on 2 ponds
(3) Unit aost based on construction of 1 pond
(4) Plannng and Design Cost 10% ofConstruaion Coat of Pipe and Dry Fbnd
(5)Control Voki me/A vg. Depth of 33
(6) Annual Mahtoiance Cost1
(7) Annual Maintenance Cost *
3% ofConstruction Co* of Pipe and Dry Pond
$% of Construction Cost of Pipe and Dry Pond
br_hwy.wk3
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2.3 Erosion and Sediment Control
Erosion must be minimized and retention of sediment onsite during and after construction for
this management measure. NPDES permit are required for construction projects over 5 acres
in size. Consequently, only road and bridge construction projects of less than 5 acres were
considered.
Erosion and sediment control were examined for bridge to be constructed on a 0.5 acre site, and
an interstate exit ramp to be constructed on a 5 acre site. Four hypothetical scenarios were
developed for this section. The following varying site conditions were examined:
Two different site topographic slopes:
For exit ramp- Low (0% - 10%)
For bridge- Medium (10% - 30%)
Non-erodible soils; and
High and low rainfall.
For each scenario, uncontrolled erosion was calculated using the Universal Soil Loss Equation
(USLE). This amount of erosion was based on clearing the entire site for a one-year construction
project and not using any erosion or sediment controls. The effectiveness of erosion controls was
determined based on a modified C Factor (cover factor) in the USLE. Details of how this factor
was calculated are given for each scenario. The method was based on the method presented by
R. Beasley in Erosion and Sediment Control (1972).
The effectiveness of various sediment control devices was based on the summary data presented
in Woodward-Clyde's "Urban BMPs Cost and Effectiveness Summary Data for 6217(g)
Guidance- Erosion and Sediment Control During Construction" (1992) and "Urban BMPs Cost
and Effectiveness Summary Data for 6217(g) Guidance- Roads, Highways and Bridges" (1992).
The effectiveness of the various structures was used as the P Factor (practice factor) in the
USLE. The controlled erosion after implementing best management practices (BMPs) was
calculated using the USLE and the revised C and P Factors.
The following is a list of criteria and associated values used in the calculations:
Criteria Values
-Rainfall Intensity (I)
Low 1=150
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May 14, 1992
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High
1=400
-Soils
Non-erodible K=0.2
-Slopes
Low 3%
Medium 15 %
In the completion of these analyses, general and specific assumptions have been made for the
four design scenarios. The specific assumptions are listed in the discussion for each scenario.
The following is a list of the general assumptions that were consistent for each of the four design
scenarios:
Non-erodible soils are silt-loams;
All on-site drainage will flow in one direction; and
The design life of each BMP is 1 year (4 quarters).
Cost data for the various erosion and sediment controls were obtained from Woodward-Clyde's
"Urban BMPs Cost and Effectiveness Summary Data for 6217(g) Guidance- Erosion and
Sediment Control During ConstructionH (1992) and "Urban BMPs Cost and Effectiveness
Summary Data for 6217(g) Guidance- Roads, Highways and Bridges" (1992). Specific costs of
the controls used in the various scenarios are as follows:
Temporary Sediment Trap....$l,100/Drainage Acre
Filter Fabric Fence $700/Drainage Acre
Seed $600/Acre
Seed and Mulch $1,700/Acre
Construction Entrance $l,300/each
Planning and design costs were assumed to be 10% of the erosion and sediment control capital
costs. The costs do not include cost of land, permits, and agency review fees.
The summary of the effectiveness and costs for all four scenarios is presented in Table 3. The
following are the specific assumptions and management practices used in each of the scenarios.
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May 14, 1992
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TABLE 3
EROSION AND SEDIMENT CONTROL COST SCENARIO'S
SCEN
NO
SITE
SIZE
ThfiAT
STND
TOPO
SOIL
ERODIB
RAINFALL
INDEX
LS
FACTOR
UNCONT.
EROSION
ERO CONT
C FACT
SED CONT
P FACT
EROSION
WT BMPs
ERO CNTL
- COST
SED CNTL
COST
=LNA DSN
COST
TOTAL
COST
MAINT
COST
DSKi UFE
OF BMPs
(ACRES)
(80%)
( 3 OR 15%;
CM
O
II
(l= 150
OR 400)
(500 FT
LENGTH)
(C = 1)
(TONS/YR)
(TONS/YR)
($/YR)
(YRS)
1
0 5
80
15
0.2
150
5 78
87
0 495
0 3
13
$850
$350
$180
$1,380
$170
1
2
5
80
3
0 2
150
0 68
102
0 585
0 12
7
$3,000
$9,000
$1,800
$13,800
$1,700
1
3
0.5
80
15
0 2
400
5 78
231
0 665
0 35
54
$850
$750
$240
$1,840
$170
1
4
5
80
3
0 2
'400
0 68
272
0 705
0 16
31
$3,000
$10,300
$1,995
$15,295
$2,800
1
roads.wk4
-------
Scenario #1:
Bridge construction on a 0.5 acre site.
Site has a 15% slope.
Soil is non-erodible.
Rainfall intensity is low.
Sediment controls implemented immediately after construction begins. Erosion controls
implemented in third quarter.
Erosion controls used - Seed and mulch on 0.5 acre site.
Sediment controls used - Filter fabric fence (0.5 acre drainage area).
derivation of c value FOR SCENARIO # 1
ITEM
AREA
AFFECT.
BY ITEM
(ACRES)
RAIN
QUARTER
EROS
INDEXIN
PERIOD
(1)
SOIL
LOSS
RATIO
(2)
COLUMN
or (2)
C
FACTOR
BARE
0 5
1
0 05
1
0 05
0 05
BARE
0 5
2
0 3
1
0 3
0.3
SD/MULC
0 5
3
0 45
0.3
0 135
0 135
NEW VEG
0 5
4
0 2
0 05
0 01
O 01
O
0
0
0
0
0
O
0
0
0
O
0
0
0
0
0
0
0
TOTAL
0 495
80040000H:\wp\cost_ana\roads
18
May 14, 1992
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Scenario #2:
Interstate exist ramp construction on a 5 acre site.
Site has a 3% slope.
Soil is non-erodible.
Rainfall intensity is low.
Sediment controls implemented immediately after construction begins. Erosion controls
implemented in third quarter.
Erosion controls used - Seed with minimal straw mulch on 5 acre site.
Sediment controls used - Filter fabric fence (5 acre drainage area) and sediment trap (5 acre
drainage area).
DERVATIC
>N OF C VALUE FOR SCENARIO #
2
ITEM
AREA
AFFECT
BY ITEM
(ACRES)
RAIN
OUARTER
EROS.
INDEXIN
PERIOD
<0
SOIL
LOSS
RATIO
(2)
COLUMN
(1)'(2)
C
FACTOR
BARE
5
1
0 05
1
0 05
0 05
BARE
5
2
03
1
0 3
0 3
SEED
5
3
0 45
0 5
0.225
0.225
NEW VEG
5
4
0.2
0 05
0 01
0 01
0
o
0
o
0
0
0
oj
0
oj
0
of
0
ol
0
o|
0
nl
1 TOTAL | I
I
I 0.585(
80040000H :\wp\cost_ana\roads
19
May 14, 1992
-------
Scenario #3:
Bridge construction on a 0.5 acre site.
Site has a 15 % slope.
Soil is non-erodible.
Rainfall intensity is high.
Sediment controls implemented immediately after construction begins. Erosion controls
implemented in third quarter.
Erosion controls used - Seed and mulch on 0.5 acre site.
Sediment controls used - Filter fabric fence (0.5 acre drainage area) and construction entrance.
DERIVATION OF C VALUE FOR SCENARIO tt
3
|
ITEM
AREA
RAIN
EROS.
SOIL
COLUMN
C l
AFFECT
QUARTER
INDEX IN
LOSS
0)'(2)
FACTOR
BY ITEM
PERIOO
RATIO
(ACRES)
(11
(2)
J
BARE
0 5
1
0 15
1
0.15
0 151
BARE
0.5
2
0 35
1
0 35
0.35
SO/MULC
0 5
3
0 4
O 4
0 16
0.16
NEW VEG
0 5
4
0 1
0 05
0 005
0 005
0
0
0
0
0
0
0
0
0
0
0
0
0
of
0
oj
0
°!
TOTAL
0 6651
80040000H :\wp\cost_ana\roads
20
May 14, 1992
-------
Scenario #4:
Interstate exit ramp construction on a 5 acre site.
Site has a 3% slope.
Soil is non-erodible.
Rainfall intensity is high.
Sediment controls implemented immediately after construction begins. Erosion controls
implemented in third quarter.
Erosion controls used - Seed with minimal straw mulch on 5 acre site.
Sediment controls used - Filter fabric fence (5 acre drainage area), sediment trap (5 acre
drainage area) and a construction entrance.
DERIVATION OF C VALUE FOR SCENARIO tt
4
|
ITEM
AREA
RAIN
EROS
SOIL
COLUMN
C 1
AFFECT
QUARTER
INDEXIN
LOSS
FACTOR 1
BY ITEM
PERIOD
RATIO
|
(ACRES)
0)
(2)
{
BARE
5
1
0.15
1
0 15
0 151
BARE
5
2
0 35
1
0.35
0 35S
SEED
5
3
0 4
0 5
0 2
0 2
NEW VEG
5
4
0 1
0 05
0 005
0 005
0
°i
0
°!
0
°!
0
o|
0
°1
0
°
0
°l
0
oj
0
0
TOTAL
0 70s|
80040000H :\wp\cost_ana\roads
21
May 14, 1992
-------
2.4 Operation and Maintenance of Roads, Highways and Bridges
Many of the operation and maintenance BMPs that could be used to achieve this management
measure (e.g., pothole repair, bank stabilization, and revegetation) are generally applied by most
state transportation agencies. Three practices that are not routinely applied are street
sweeping/vacuuming, road salt minimization and containment of paint chips and debris during
bridge maintenance. Consequently, the costs of implementing these practices were examined.
The following sections discuss the implementation scenarios examined and the associated costs.
2.4.1 Street Sweeping
Six scenarios were developed for this analysis. The scenarios considered: rainfall in the
northeast and southwest; and sweeping frequencies of 1, 2, and 4 times per month. The
following is a list of the general assumptions made for the calculation of the street sweeping cost
analysis:
Watershed is 100 acres with 1/4 acre single family homes.
Watershed is 25 % impervious.
Streets make up 70% of total impervious area.
There are 10 curb-miles of street in a residential 100-acre watershed.
Costs include financing of the street sweeper machine over its design life and
labor (assumes a vacuum sweeper is used).
The effectiveness of the various street sweeping scenarios was examined using the P-8 model.
The model has an option for examining the effects of street sweeping on pollutant concentrations
in stormwater runoff. Simulations were completed for the impacts on the runoff from a 2-year,
24-hour rainfall event. For the simulations, varying site conditions were examined based on the
coastal region and rainfall type. To represent various region's rainfall in the United States, the
Soil Conservation Service (SCS) developed four synthetic 24-hour rainfall distributions (I, IA,
II, HI) from available National Weather Service duration-frequency data or local storm data (Soil
Conservation Service, 1986). Two of the four coastal zones were examined for these scenarios.
The following is a list of the coastal regions and rainfall types:
80040000H :\wp\cost_ana\roads
22
May 14, 1992
-------
Coastal Regions and Rainfall Types:
GL - Great Lakes and Northeast (Type II rainfall); and
SW - Pacific Southwest (Type I rainfall).
The follwing are the specific assumptions used in each of the scenarios:
Scenario #l\
Rainfall zone is northeast
Streets are swept 4 times per month
Scenario #2:
Rainfall zone is southwest
Streets are swept 4 times per month
Scenario #3:
Rainfall zone is northeast
Streets are swept twice per month
Scenario #4:
Rainfall zone is southwest
Streets are swept twice per month
Scenario #5:
Rainfall zone is northeast
Streets are swept once per month
Scenario #6;
Rainfall zone is southwest
Streets are swept once per month
Cost data were taken from Woodward-Clyde's "Urban BMPs Cost and Effectiveness Summary
Data for 6217(g) Guidance- Roads, Highways and Bridges" (Woodward-Clyde, 1992). Costs
were based on 1988 dollars.
80040000H :\wp\cost_ana\roads
23
May 14, 1992
-------
The summary of the scenario results are presented in Table 4. The computer simulation results
are presented in Appendix C.
80040000H:\wp\cost_ana\roads May 14, 1992
24
-------
TABLE 4
STREET SWEEPING COST SCENARIO'S
SCEiN.
NO.
FREQ.
RAIN.
ZONE
TSS
TP
TKN
ZN
HC
CURB
MILE
COST
TOTAL
COST
(SWEEPS
/MON.)
(NEOR
SW)
(% REM.)
(% REM.)
(% REM.)
(% REM.)
(% REM.)
(MILES)
($/MILE)
($/YR)
1
4
NE
3.9
2.5
2.1
2.7
3.7
10
20
9600
2
4
SW
5.8
3.6
3
1.6
5.4
10
20
9600
3
2
NE
2
1.2
1
1.3
1.9
10
20
4800
4
2
SW
3
2.2
1.5
1.6
2.8
10
20
4800
5
1
NE
1
0.6
0.6
1.3
1
10
20
2400
6
1
SW
1.5
0.7
0.8
0
1.3
10
20
2400
roads. wk4
-------
2.4.2 Road Salt
Two hypothetical scenarios were developed for this analysis. The first scenario examined the
cost of containing road salt in a properly designed salt storage facility. The second scenario
examined the costs incurred when fitting salt spreading vehicles with special equipment to
minimize the amount of salt applied. The equipment is calibrated yearly.
For this cost analysis, the use of Calcium Magnesium Acetate (CMA) and other salt alternatives
was not considered. However, it has been documented that many coastal states, i.e.
Massachusetts, recommend using salt alternatives.
Scenario #1: Salt Storage Facility
The salt storage facility was located in the northeast coastal region. The following is a list of the
assumptions made for this design scenario:
The storage facility design was for half of the annual salt use;
Eight storms requiring salt application occured in a given year;
The amount of salt needed was based on 4 applications per storm per 2-lane
mile; and
The salt storage facility was needed for 400 miles of a two-lane highway on
bare pavement.
From information presented in the Salt Institute's "Salt Storage Handbook" dated 1987, the
minimum salt storage requirement for this design scenario was 3200 tons of salt.
The following table outlines the cost of the salt storage facility based on the above design
criteria.
Storage
Facility
Type
Amount of Salt
Needed for Year
(tons)
Capacity of
Salt Storage
Facility (tons)
Cost
($/ton of salt
storage capacity)
Total Cost of
Salt Storage
Facility
(S)
Wood and
Concrete
3200
1750
22
38,500
80040000H:\wp\cost_ana\roads
26
May 14, 1992
-------
Cost data were taken from Woodward-Clyde's "Urban BMPs Cost and Effectiveness Summary
Data for 6217(g) Guidance- Roads, Highways and Bridges" (Woodward-Clyde, 1992).
It was assumed that this salt storage facility was properly designed and met the general
guidelines outlined in Salt Institute's "Salt Storage Handbook." Some of these guidelines
include:
Selecting a safe, accessible site for the facility;
Building a strong and sturdy structure; and
Keeping the salt covered in a roofed facility.
These costs do not include the cost of land, access drive, or surrounding fences/walls used to
keep persons away from the facility. The design life of the structure should be about 30 years.
Scenario #2: Salt Spreading Equipment
For this design scenario, it was assumed that a truck capable of carrying specialized salt
spreading equipment was already purchased. The equipment was designed to spread salt based
on the traveling speed of the truck; therefore, the slower the truck traveled the slower the salt
was applied, and the same was true for higher traveling speeds. This minimizes the amount of
salt applied to the roads, highways and bridges. The design scenario also assumed the equipment
was calibrated on a yearly basis to insure the amount of NPS pollution caused by road salt
application was minimal. The following is a list of the costs incurred when 1 truck is equipped
with calibrated salt spreading equipment.
The cost of salt spreading equipment = $6,000;
The annual calibration cost (10% of equipment cost)= $600; and
The total cost= $6,600.
Cost data were taken from Woodward-Clyde's "Urban BMPs Cost and Effectiveness Summary
Data for 6217(g) Guidance- Roads, Highways and Bridges" (Woodward-Clyde, 1992).
The depreciation cost of the truck was not included in this cost analysis.
80040000H:\wp\cost_ana\roads
27
May 14, 1992
-------
2.4.3 Bridge Maintenance
One hypothetical scenario was developed for this analysis. A bridge was assumed to be repainted
and cleaned to remove rust. The maintenance costs consist of containing the paint chips with
tarpaulin and then disposing the paint chips in a properly designed landfill. The following is a
list of the specific assumptions made for this cost analysis:
Bridge size was 400 feet by 60 feet.
Maintenance was only done on half the bridge at one time.
Polyvinyl coated nylon tarpaulin was used to collect paint chips.
It took a three man crew working for three days to complete the work
(72 total man-hours).
The tarpaulin was not revised on other projects.
Protective equipment was worn by the crew.
The following table summarizes the costs involved in the bridge maintenance scenario. Only the
cost of the tarpaulin and labor are included in the table. Costs for newly purchased protective
equipment and landfill disposal fees are not included.
Item
Maintenance
Area
(sq. ft.)
Cost of
Tarpaulin
($/sq. ft.)
Labor
Costs*
($/hour)
Labor
(hours)
Total
Cost
($)
Install and
Remove
Tarpaulin
12,000
0.45
20
60
6,600
Dispose of
Paint Chips
NA
NA
25
12
300
NA: not applicable
* Cost data were taken from "Means Building and Construction Cost Data" dated 1991.
80040000H:\wp\cost_ana\roads
28
May 14, 1992
-------
2.5 Retrofit Programs
In meeting the requirements of this management measure, the most common practices would
probably be providing stormwater treatment around large highway interchanges near receiving
and elimination of scupper drains on bridges over sensitive ecosystems. The costs for
implementing these BMPs as retrofit projects would be very similar to the costs presented in
Sections 2.1 and 2.2 of this report.
Additional costs would be imposed on communities and states to prioritized the areas in the need
of retrofit projects to protect coastal waters. Computer models such as the FHWA PC-based
model for evaluating pollutant loadings and impacts from highway stormwater runoff.
3.0 SUMMARY
This report addressed the costs of limited use BMPs that would be needed to achieve the
management measures. The BMPs considered are not all inclusive but represent the minimum
actions that would be need to be taken. Costs were not developed for BMPs that are generally
being widely applied by most highway departments.
4.0 REFERENCES
Means, 1991, Building and Construction Cost Data.
Palmstrom, N. and W. Walker. 1990. P8 Urban (attachment Model: User's Manual and
Program Documentation. Prepared for the Narragansett Bay Project, U.S. EPA. #NBP-
90-50.
Salt Institute. 1987. The Salt Storage Handbook.
Soil Conservation Service. 1986. Urban Hydrology for Small Watersheds. Technical Release
55.
Woodward-Clyde. 1992. "Urban BMPs Cost and Effectiveness summary data for 6217 (q)
Guidance - Roads, Highways, and Bridges," Prepared for the U.S. EPA.
Woodward-Clyde. 1992. "Urban BMPs Cost and Effectiveness summary Data for 6217 (q)
Guidance - Post - Construction Stormwater Runoff Treatment," prepared for the U.S.
EPA.
Woodward-Clyde. 1989. Analysis of Storm Event Characteristics for Selected Rainfall Gages
Throughout the United states. Prepared for the U.S. EPA.
80040000H :\wp\cost_ana\roads
29
May 14, 1992
-------
APPENDIX A
Road and Highway Stormwater Treatment
Design and Computer Simulation Results
80040000H:\wp\cost_ana\roads
30
May 14, 1992
-------
number of storms = 1
interval = 133. hrs, storm duration = 8. hrs, precip = .78 inches
device = 1 dry pond, type = pond , variable = tss
flow
load
cone
mass-balance term
acre-ft
lbs
ppm
01 watershed inflows
1.99
807.32
149.2786
06 normal outlet
1. 99
161.56
29.8701
08 sedimen + decay
. 00
645.76
.0000
09 total inflow
1.99
807.32
149.2786
10 surface outflow
1.99
161.56
29.8701
12 total outflow
1.99
161.56
29.8701
13 total trapped
.00
645.76
14 storage increase
. 00
.00
15 mass balance check
. 00
.00
load removal efficiency =
79.99 %,
adjusted = 79.99
%
continuity errors: volume =
-.01 %,
load = .00
%
case title = Coastal Zone
Study(SE)
case data file = sehi50d.inp
storm data file = czmsest.stm
particle file = czm_nurp.par
air temp file = prov6988.tmp
precipitation volume factor = 1.000
storm duration factor = 1.000
number of passes through storm file = 3
storm dates start = 0, keep = 0, stop = 0
case notes:
Coastal zone management
one watershed
one device
one particle class = NURP 50%
southeast rainfall zone
50 acres, highway interchange
ED dry pond
watershed = 1 watersh
surface runoff device = 1 dry pond
percolation device = 0
50.000
. 630
. 020
60.000
. 000
1.000
watershed area acres =
impervious fraction =
impervious depression storage inches =
scs curve number (pervious portion) =
sweeping frequency times/week =
water quality load factor - =
device = 1 dry pond, type = 1 pond
bottom elevation
bottom area
feet
acres =
.000
.705
-------
permanent pool area
acres
. 000
permanent pool volume
ac-ft
-
.000
perm, pool infiltration rate
in/hr
.000000
flood pool area
acres
=
.941
flood pool volume
ac-ft
=
3.292
flood pool infiltration rate
in/hr
=
.000000
flood pool drain time
hours
=
48.000
outlet orifice diameter
inches
. 000
orifice discharge coefficient
. 600
outlet weir length
feet
. 000
weir discharge coefficient
=
3.300
perforated riser height
feet
=
. 000
number of holes in riser
=
.000
hole diameter
inches
=
.000
particle removal scale factor
=
1. 000
exfiltrate routed to device 0 OUT
normal outlet routed to device 0 OUT
spillway outlet routed to device 0 OUT
Coastal Zone Study(SE)
watershed areas contributing surface runoff to each device
total impervious dead-storage zmean
device acres acres % acres ac-ft feet
1 dry pond 50.00 31.50 63.0 .71 .00 .00
24 OVERALL 50.00 31.50 63.0 .71 .00 .00
normalized device areas and volumes
dead-storage
ab/ai vb/ai ab/at vb/at
device % inches % inches
1 dry pond 2.24 .00 1.41 .00
25 OVERALL 2.24 .00 1.41 .00
total-storage
ab/at vb/at
% inches
1.88 .79
1.88 .79
total-storage zmec
acres ac-ft feec
.94 3.29 3.fn
.94 3.29 3.1
flood-storage
vb/at
inches
.79
.79
-------
number of storms = 1
interval = 476. hrs, storm
duration =
12. hrs, precip = .54
device = 1 dry pond, type =
pond ,
variable = tss
flow
load
cone
mass-balance term
acre-ft
lbs
ppm
01 watershed inflows
1. 37
597.89
160.8434
06 normal outlet
1. 37
119.52
32.1495
08 sedimen + decay
.00
478.37
. 0000
09 total inflow
1. 37
597.89
160.8434
10 surface outflow
1. 37
119.52
32.1495
12 total outflow
1.37
119.52
32.1495
13 total trapped
.00
478.37
14 storage increase
. 00
. 00
15 mass balance check
. 00
.00
load removal efficiency =
80.01 %,
adjusted = 80.01
%
continuity errors: volume =
-.01 %,
load = .00
%
extreme values over all storms
base minimum maximum maximum maximum maximum wet
elev elev elev inflow outflow velocity period
ft ft ft cfs cfs ft/sec %
.00 .00 1.88 3.94 .75 .00 12.4
= Coastal Zone Study(SW)
= swhi50d.inp
device
1 dry pond
case title
case data file
storm data file = czmswst.stm
particle file
air temp file
= czm_nurp.par
= prov6988.tmp
precipitation volume factor = 1.000
storm duration factor = 1.000
number of passes through storm file = 3
storm dates start = 0, keep = 0, stop = 0
case notes:
Coastal zone management
one watershed
one device
one particle class = NURP 50%
southwest rainfall zone
50 acres, highway interchange
ED dry pond
watershed = 1 watersh
surface runoff device = 1 dry pond
percolation device = 0
watershed area acres = 50.000
impervious fraction = .630
impervious depression storage inches = .020
scs curve number (pervious portion) = 60.000
sweeping frequency times/week. = .000
water quality load factor = 1.000
-------
device = 1 dry pond, type = 1 pond
bottom elevation
feet
-
. 000
bottom area
acres
=
.454
permanent pool area
acres
=
. 000
permanent pool volume
ac-ft
. 000
perm, pool infiltration rate
in/hr
.000000
flood pool area
acres
=
. 605
flood pool volume
ac-ft
=
2 .119
flood pool infiltration rate
in/hr
=
.000000
flood pool drain time
hours
=
48.000
outlet orifice diameter
inches
=
. 000
orifice discharge coefficient
. 600
outlet weir length
feet
=
. 000
weir discharge coefficient
3 .300
perforated riser height
feet
-
. 000
number of holes in riser
. 000
hole diameter
inches
-
. 000
particle removal scale factor
1. 000
exfiltrate routed to device 0 OUT
normal outlet routed to device 0 OUT
spillway outlet routed to device 0 OUT
zmean
f e<
3 .1
3 . 50
Coastal Zone Study(SW)
watershed areas contributing surface runoff to each device
total impervious dead-storage zmean total-storage
device acres acres % acres ac-ft feet acres ac-ft
1 dry pond 50.00 31.50 63.0 .45 .00 .00 .61 2.12
24 OVERALL 50.00 31.50 63.0 .45 .00 .00 .61 2.12
normalized device areas and volumes
dead-storage
ab/ai vb/ai ab/at vb/at
device % inches % inches
1 dry pond 1.44 .00 .91 .00
25 OVERALL 1.44 .00 .91 .00
total-storage
ab/at vb/at
% inches
1.21 .51
1.21 .51
flood-storage
vb/at
inches
. 51
. 51
-------
number of storms =
1
interval = 123. hrs,
storm duration =
16. hrs, precip = .54
device = 1 dry pond,
type = pond ,
variable = tss
flow
load
cone
mass-balance term
acre-ft
lbs
ppm
01 watershed inflows
1.37
378.05
101.8991
06 normal outlet
1.37
75.57
20.3666
08 sedimen + decay
. 00
302.49
. 0000
09 total inflow
1.37
378.05
101.8991
10 surface outflow
1.37
75 . 57
20.3666
12 total outflow
1.37
75. 57
20.3666
13 total trapped
.00
302.49
14 storage increase
.00
. 00
15 mass balance check
.00
. 00
54 inches
load removal efficiency = 80.01 %, adjusted = 80.01 %
continuity errors: volume = -.01 %, load = .00 %
extreme values over all storms
base minimum maximum maximum maximum maximum
elev elev elev inflow outflow velocity
device ft ft ft cfs cfs ft/sec
1 dry pond .00 .00 1.85 3.43 .65 .00
case title = Coastal Zone Study(NW)
case data file = nwhi50d.inp
storm data file = czmnwst.stm
particle file = czm_nurp.par
air temp file = prov6988.tmp
wet
period
%
52.0
precipitation volume factor = 1.000
storm duration factor = 1.000
number of passes through storm file = 3
storm dates start = 0, keep = 0, stop = 0
case notes:
Coastal zone management
one watershed
one device
one particle class = NURP 50%
northwest rainfall zone
50 acres, highway interchange
ED dry pond
watershed = 1 watersh
surface runoff device = 1 dry pond
percolation device = 0
50.000
.630
.020
60.000
. 000
1. 000
watershed area acres =
impervious fraction =
impervious depression storage inches =
scs curve number (pervious portion) =
sweeping frequency times/week =
water quality load factor - =
-------
device = 1 dry pond,
type = 1 pond
bottom elevation
feet
. 000
bottom area
acres
.403
permanent pool area
acres
-
.000
permanent pool volume
ac-ft
=
. 000
perm, pool infiltration rate
in/hr
=
.000000
flood pool area
acres
=
.537
flood pool volume
ac-ft
=
1.880
flood pool infiltration rate
in/hr
=
.000000
flood pool drain time
hours
=
48.000
outlet orifice diameter
inches
=
. 000
orifice discharge coefficient
.600
outlet weir length
feet
-
.000
weir discharge coefficient
3.300
perforated riser height
feet
=
.000
number of holes in riser
-
.000
hole diameter
inches
=
. 000
particle removal scale factor
=
1.000
exfiltrate routed to device 0 OUT
normal outlet routed to device 0 OUT
spillway outlet routed to device 0 OUT
Coastal Zone Study(NW)
watershed areas contributing surface runoff to each device
total impervious dead-storage zmean
device acres acres % acres ac-ft feet
1 dry pond 50.00 31.50 63.0 .40 .00 .00
24 OVERALL 50.00 31.50 63.0 .40 .00 .00
normalized device areas and volumes
dead-storage total-storage
ab/ai vb/ai ab/at vb/at ab/at vb/at
device % inches % inches % inches
1 dry pond 1.28 .00 .81 .00 1.07 .45
25 OVERALL 1.28 .00 .81 .00 1.07 .45
total-storage zmean
acres ac-ft fee
.54 1.88 3.E
.54 1.88 3.5u
flood-storage
vb/at
inches
.45
.45
-------
number of storms =
interval = 144. hrs, storm
duration =
12. hrs, precip = .59
device = 1 dry pond, type =
: pond ,
variable = tss
flow
load
cone
mass-balance term
acre-ft
lbs
ppm
01 watershed inflows
1.50
709.02
174.3422
06 normal outlet
1.50
141.71
34.8415
08 sedimen + decay
. 00
567.31
. 0000
09 total inflow
1.50
709.02
174.3422
10 surface outflow
1.50
141.71
34.8415
12 total outflow
1.50
141.71
34.8415
13 total trapped
. 00
567.31
14 storage increase
.00
.00
15 mass balance check
.00
.00
load removal efficiency =
80.01 %,
adjusted = 80.01
%
continuity errors: volume =
-.01 %,
load - .00
%
extreme values over all storms
base minimum maximum
device
1 dry pond
case title
case data file
storm data file
particle file
air temp file
elev elev
ft ft
.00 .00
= Coastal Zone
= nehi50d.inp
czmnest.stm
czm_nurp.par
prov6988.tmp
elev
ft
1.93
maximum
inflow
cfs
6. 54
Study(NE)
maximum
outflow
cfs
.91
maximum
velocity
ft/sec
.00
inches
wet
period
%
40.3
precipitation volume factor = 1.000
storm duration factor = 1.000
number of passes through storm file = 3
storm dates start = 0, keep = 0, stop = 0
case notes:
Coastal zone management
one watershed
one device
one particle class = NURP 50%
northeast rainfall zone
50 acres, highway interchange
ED dry pond
watershed = l watersh
surface runoff device = 1 dry pond
percolation device = 0
watershed area acres
impervious fraction
impervious depression storage inches
scs curve number (pervious portion)
sweeping frequency times/week
water quality load factor
50.000
.630
. 020
60.000
. 000
1.000
-------
device = 1 dry pond,
type = 1 pond
bottom elevation
bottom area
permanent pool area
permanent pool volume
feet
acres
acres
ac-ft
perm, pool infiltration rate in/hr =
flood pool area acres =
flood pool volume ac-ft =
flood pool infiltration rate in/hr =
flood pool drain time hours =
outlet orifice diameter inches =
orifice discharge coefficient =
outlet weir length feet =
weir discharge coefficient =
perforated riser height feet =
number of holes in riser =
hole diameter inches =
particle removal scale factor =
exfiltrate routed to device 0 OUT
normal outlet routed to device 0 OUT
spillway outlet routed to device 0 OUT
Coastal Zone Study(NE)
watershed areas contributing surface runoff to each device
total impervious dead-storage zmean
device acres acres % acres ac-ft feet
1 dry pond 50.00 31.50 63.0 .54 .00 .00
24 OVERALL 50.00 31.50 63.0 .54 .00 .00
. 000
.540
. 000
.000
.000000
.719
2.518
.000000
48.000
. 000
. 600
.000
3 .300
.000
.000
.000
1.000
total-storage zmean
acres ac-ft fe<
.72 2.52 3.!
.72 2.52 3.bu
normalized device areas and volumes
dead-storage
ab/ai vb/ai ab/at vb/at
device % inches % inches
1 dry pond 1.71 .00 1.08 .00
25 OVERALL 1.71 .00 1.08 .00
total-storage
ab/at vb/at
% inches
1.44 .60
1.44 .60
flood-storage
vb/at
inches
. 60
. 60
-------
Worksheet 3: Time of concentration (Tc) or travel time (T\)
Project
Location
£_
By
Checked
Date
Date
Circle one:(^Present ueveiopea?
Circle one:
through 6ubarea
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Segment ID
Sheet flow (Applicable to Tc only)
1. Surface description (table 3-1)
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L_<_ 300 ft)
4. Two-yr 24-hr rainfall, Pj
ft
in
5. Land slope, s ft/ft
£ 0.007 (nL)0*8 ,, T u_
6* Tt 0.5 0.4 C°mpUte Tt hr
2 8
Shallow concentrated flow
Segment ID
7. Surface description (paved or unpaved) .....
8. Flow length, L ft
9. Watercourse slope, s ft/ft
10. Average velocity, V (figure 3-1) ft/s
11 - T '
ll' lt 3600 V
Channel flow
Compute T
hr
5
-------
Project
Location
Worksheet 4: Graphical Peak Discharge method
Date S j$
Date
JW
S»urV we«rfc
By
Checked
Circle one: ^reSSnt Develop"
1. Data:
£>< f^TI AJC
Drainage area Am » o.crt% mi^ (acres/640)
Runoff curve number .... CN^1 (o 0 (From worksheet 2)
Time of concentration .. T £>,^5*" hr (From worksheet 3)
eg
Rainfall distribution type ¦ -X^- (I, IA, II, III)
CW6a ^2
~~Tr "» o, 11 h*
CD
Pond and swamp areas spread
throughout watershed
percent of A^ (
J
acres or mi covered)
2. Frequency yr
3. Rainfall, P (24-hour) in
4. Initial abstraction, I in
(Use CN with table 4-1.)
5. Compute I/P
a
6. Unit peak discharge, q csrn/in
(Use T and I /P with exhibit 4-^C-)
C 3
7. Runoff, Q in
(Frora worksheet 2).
8. Pond and swamp adjustment factor, F^ ....
(Use percent pond and swamp area
with table 4-2. Factor is 1.0 for
zero percent pond and swamp area.)
9. Peak discharge, q^ cfs
(¦Jhere q » q A QF )
Mp ^u m p
fitorm #1
l-r
z,y
z.s
(,33
.oil
o.S*?
0 .02.
?6
Hlo
n
*2.-21
/. 0
A 0
o,t>i
£>3-2.2-
D-4
(210-VI-TR-55, Second Ed., June 1986)
-------
Worksheet ,6a: Detention basin storage,
peak outflow discharge (q^ known
Project By Date
Location Checked Date
Circle one: Present Developed
0
60
4
U
o
e
o
>
0)
i ,
. , , !
¦ ¦ T " "
! I r
. i l . ! i : .
! :
i : M
i
. ! i ' ¦
|
; 1 :
. 1 I . .
1 i
1
i
1 : :
: ' ' | . i |
| j
1 i
| |
; I . ;
1 i ' ¦ ' 1 1
i i
!
i
I |
i ¦ ' ; i : .
.
..L
i
' j
I i | :
' i '
I -
1
l
I
. j
i !
1 1 1
i 1 1 ,
I |
1
i I
1
Mi
1 1 ' l
f f
1
1 i .
i
! , ; i
¦ ! . i
i» ¦ .
1
* ~
II..-
'
i i :
i
4-i
j
'
'
I
|
! jit
' : 1 !
i
I
I
i
! !
' !
j
1 .
l i
1
!il
1
i'ii
!
I
1 ' ' i 1 i
i 1
1
1
Ml'
rnii
' : i ' 1 - '
: i
| i ' ¦ :
, ! 1 -
: ' 1 !
> !
i
l
i
!!! 1
. ¦ , iii.
«
1
i
' 1 ' '
1 . | i | | i :
1 i
H
¦
1
1
» ¦
III:.
. 1 ! 1 1 . 1 !
i j i
[
i
' ' 1
"rh"
1 1
»
| ; t I . ! i
' i
1 1
i
i i 1
1 I ; ¦ 1 1
, '
!
T r1
r '
1
' 1 ¦ !
-I
-!+¦
1 i
' T
*
¦t
H 1 IT.: !.
j : : i ' j
t i
!
i ,
'11'.: ; :
I
-h
i- rt
:!,!:! i !
I
! : I i
i
. 1
r IT
; :
' i i ¦
> :
t
1
i ;
1* Data:
Detention basin storage
V
Drainage area V ml
Rainfall distribution
type (1, 1A, II, III) - IL
1st
2nd
stage
stage
2. Frequency
yr
3. Peak Inflow dis-
charge, cfs
(From worksheet A or 5b)
4. Peak outflow dls-
Bl-zz-
charge, qo .... cfs
0.6/
5. Compute
. o\
1/
6. ~
*1
(Use with figure 6-1)
ql
7. Runoff, Q «« In
(From worksheet 2)
i m
8. Runoff volume!
V a
(Vr - 0^53.33)
9. Storage volume,
V ac-ft
" - V\T»
r
5'-4-
10. Haxlmum stage, E,
(From plot)
max
' 2nd stage qQ Includes 1st stage qQ.
(210-VI-TR-55, Second Ed., June 1986)
-------
Worksheet 3: Time of concentration (Tc) or travel time 0I\)
Project
Location
La te5
By j^jb
Checked
Date
Date
¦£&
Circle one represent Developed
Circle one:/T,
T through subarea
NOTES: Space for as many as two segments per flow type can be usee
worksheet.
Include a map, schematic, or description of flow segments
Segment ID
Sheet flow (Applicable to T£ only)
1. Surface description (table 3-1) «...
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L _<_ 300 ft)
4. Two-yr 24-hr rainfall, P2
5. Land slope, s
,^.8
Compute T( ......
* _ 0.007 (nL)°*8
* t 0.5 0.4
2 8
Shallow concentrated flow
Segment ID
11. T_
3600 V
Compute T
Channel flow
12. Cross sectional flow area, a
13. Wetted perimeter, p
Segment ID
14. Hydraulic radius, r » Compute r
16. Manning's roughness coeff., n
17. V -
1.49 r2'3 s1'2
18. Flow length, L
IO T m L
1 * t 3600 V
Compute T
ft
in
ft/ft
hr
for each
o.Mc
3 00
3,o
o>o 3
0.1(o
O.OH
iro
7. Surface description (paved or unpaved)
8. Flow length, L ............................. ft
9. Watercourse 6lope, s ft/ft
10. Average velocity, V (figure 3-1) ft/s
hr
Un^&l
\%OQ
_^2L
2.e
OAZ,
C-o3
0,oz
i4ndvEdrr«Juiie-i986>
oev/ - o, IZ, hr.
-------
Worksheet 4: Graphical Peak Discharge method
Project
Location
Ry
Checked
Date
Date
Circle one: (^Present Developed
1. Data:
£xrenKKr
Drainage area A^ ¦ 0.C1& mi^ (acres/640)
Runoff curve number .... CN - (pQ (From worksheet 2)
A»* =-o,o
^
Time of concentration .. T " D, hr (From worksheet 3) -*p ("2. V\
* C-**
Rainfall distribution type -
Pond and swamp areas spread
throughout watershed -
nn
/
(I, IA, II, III)
c/
percent of A ( (Z) acres or ml4" covered)
m p
£>£l
2. Frequency yr
3. Rainfall, P (24-hour) in
4. Initial abstraction, Ig in
(Use CN with table 4-1.)
5. Compute I /P
a
6. Unit peak discharge, q ................. csm/in
(Use T and I /P with exhibit )
c a
7. Runoff, Q in
(From worksheet 2).
8. Pond and swamp adjustment factor, F ....
(Use percent pond and swamp area
with table 4-2. Factor is 1.0 for
zero percent pond and swamp area.)
9. Peak discharge, qp cfs
(Where q » q A QF )
Mp ^u m p
Storm iH
Z
Storm 112
-Storm It3"
z
-3.6
3 .o
.35
o. o H |
c til 43
o-o iq
zzo
°i5c
0,33
mi
|.0
1. o
5*^6
D-4
(210-VI-TR-55, Second Ed., June 1986)
-------
Worksheet £a: Detention basin storage,
peak outflow discharge (c^) known
Project U1^ K vU Date £'lz'jcl \
Location (s> {Cuk bl Checked Date
Circle one: Present^fieVelopeJ^
4>
CO
eg
u
o
c
o
C9
>
0>
u
T"
r
1 ¦ ¦ i i ;
! 1 i
1 1
i i
1 1 1 ¦ i i
¦
i ; m !
f
i
| |
1
I f i
. i. ¦ i ¦..,
i '
i
i
1
1 !'
¦ ¦ ! , ¦ .
'
i
11
j
I
! 1 .
: j ' i :
1
'
i
1
. i
i
1 1
i i ¦ j i ; ;
(
1
¦ 1 i
'¦ 1 i ! ! I ;
1
I
' i : i 1 i i 1 ;
t
I j
> i
1
' |
1 1 .
1
1 » f
1 ¦ ' ! j ' ! , 1
» i i *
t
|
I
i i . .
1
l
I
i
| 1 |
¦ ! : 1 i . I
1
i
1
4-ff
i
i
1 !
! « i
' : ! i 1 : : '
1
I
¦ ill
i 1 ' ' ' :
r-r+K-
i
' i i ! .
1 1 , i
. ¦
T i
i|i >
Ml'''
11
- J t
1 1 ' '
, 1 1
1
i
lILJ
M ! ¦' . 1
. 1 ¦ j ( i >
i
! i I i
''I'll''
i
« 1
1 '
ill;!
. I 1 1 I
4
4J
1
1 ! ' i i 1 ' i
t I
;
1
i
[!!!!¦!
!:: ¦
i
1 i
-H-
!
1
! : : i . i
,
1
.H'l; 1
"h
-+
r
I
! ' 1
1
.
i 1 ¦ ¦ 1 !
¦ ii'. :
>-¦
-h
;
i i M
' ! i ! : » i 1
iii ¦ ¦ i i
MM
i :
! . | ! 1 I ¦
1 *
l
1. Data:
Detention basin storage
V
Drainage area ¦ ,0'7/^ ml
Rainfall dletrlbutlon
type (1, IA, II, III) - JL
1st
stage
2nd
stage
2. Frequency yr
3. Peak Inflow dis-
charge, q^ cfs
(From worksheet 4 or
20 5". 3
5b)
U
4. Peak outflow dis-
charge, q_ .... cfs
f.CG
qQ
5. Compute ........
O.Oj,
8
6. 77"
0 > (fi
(Use with figure 6-1)
qi
7 Runoff, Q «..« In
(From worksheet 2)
2.17
8* Runoff volume,
« A
(Vr - 0^53.33)
/i.r
9. Storage voluae,
V
V ac-ft
8
4.1
-------
Worksheet 3: Time of concentration (Tc) or travel time (T^)
Project Xri4
Location
S&o-tWsf
By &TJ>
Checked
Date
Date
sffi/fx
Circle one
Circle 01
Present Developed
T tnrough subarea
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T£ only) Segment
1. Surface description (table 3-1)
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L_<^ 300 ft) ..........
4. Two-yr 24-hr rainfallj Pj ...
, T 0.007 (nL)0,8
b* t n 0.5 0.4
2 8
Shallow concentrated flow
Compute Tt
Segment ID
11. r
¦t 3600 V
Channel flow
Compute Tt
Segment ID
12. Cross sectional flow area, a ft
13. Wetted perimeter, p
ID
UjU-?*
W«d M
6,0 II
ft
Zoo
ICC
in
v.r
ft/ft
os 3
0-0?)
hr
0.1*1-
+
o.0 t
7. Surface description (paved or unpaved) .....
8. Flow length, L ft
9. Watercourse 6lope, s ft/ft
10. Average velocity, V (figure 3-1) ft/s
hr
ft
A
14. Hydraulic radius, r - Compute r ft
"w
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
1 AO »1/2
17. V - * r Compute V ft/e
Q
IB. Flow length, L ft
19. T Compute T ...... hr
t 3600 V *t ill
UflFUtJ
'FhoeJ-
1
VLoO
I Hoo
.03
a-?
3.6
0,1 Z- + 0.10
20. Watershed or subarea T or T (add T in steps 6, 11, and 19) hr
c t t
(210-V1-TR-55, Second E^JiSnnSggy
TV.EiM5, -- 0-T4 hr
-------
Project
Location
Worksheet 4: Graphical Peak Discharge method
By Date
Checked
S eithe&ft
Date
x
Circle one,r Present Developed
1. Data:
- 7L
T_
Drainage area ... \ - 0 > 01% mi2 (acres/640) < C7&*"
Runoff curve number .... CN ¦ ('oO (From worksheet 2) ~
Time of concentration .. Tc C. hr (From worksheet 3) _ 0 l( hr
Rainfall distribution type
Pond and swamp areas spread
throughout watershed
4-
percent of Am ( OS acres or mi*" covered)
(i, ia, ii^fnp
T?
-------
Worksheet 6a: Detention basin storage,
peak outflow discharge (q^ known
Project _ ^iCjVvdUM By 'Bjt> Date
Location oO"Hlg Checked Date
Circle one: Presentx^Bevelkpe
O)
60
CO
u
o
c
o
(0
>
V
«
T'
i
r
1 i : , s
i ¦
! i
i i
i:i.
i I , : i 1
i H
i . i i
i
; ! i
i i
i i 1
. 1 ; : 1
»
,
!
1
: 1 i , ! i :
I
i |
! 1 .
' i ' '1
TTi
I
i
'
I
I |
> : i i i ; i
1
1
i
:
1
! i
1 .
1 ¦
I
1
1
i , ! i
1 1 ' ,
|
i_i
i
1
^7^
,:ii .is;
i i
i
i I
i ¦ :
' » }
1
( !
i i . .
4-i
i
i
I
I
' I i
1 ¦ M
1
1
i
|
' '¦ ! !
r »
1 ,
I
t
i
1
1 1
I 1
¦ J I
1
i
1
ill.
1 1 ¦
! i
i
i 1 ! 1 i
Ml'
l_ITT i
i
. i
, ! 1 :
¦ 1 M
i
1
i
'
III:.!
i i '
1 ' ! i 1 | ¦ i :
1 i
i
* 1
Ill::
. I'll i :
> i ;
.
I
1
1 ! ' i i 1 ' i '
-rfr
1
1
1 I . ! 1 ! . ! ¦
I ' ; ¦
11
1
i
1 i '
M 1 ; . i !
,
,
!
.
1:
' 1 . '
4
-+
"I1
;
|
' 1
1
, , : i - i
« < ,
: '
i
I'M '
1
-b
±t±r
1 ¦ : 1 1
1 |
! ! 1 ' ,
»
t T
1 ! . . 1 . ¦
!|'l
«
1
l 5
: '
1. Data:
Detention basin storage
V
Drainage area ^ ^ ^
Rainfall distribution «rrr-
type (1, IA, II, III) -
ml
2. Frequency yr
3. Peak Inflow dis-
charge, q^ cfs
(From worksheet 4 or 5b)
4. Peak outflow dis-
charge, qQ .... cfs
Compute
1st
stage
2nd
stage
21 Co
5b)
U
23. J
o.ll
8
6. ~-
(Use with figure 6-1)
7. Runoff, Q ...... in
(From worksheet 2)
8. Runoff volume,
.......... a
(210-VI-TR-55, Second Ed., June 1986)
V' Z(f
n.i
H.C,
-------
Worksheet 3: Time of concentration (Tc) or travel time CI\)
Pr°Ject 1
Location
By
Checked
Date
Date
jSM-
Circle one:
Circle one
Bubarea
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T£ only) Segment ID
1. Surface description (table 3-1)
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L _<_ 300 ft)
4. Two-yr 24-hr rainfall, P2
ft
in
5. Land slope, s .. ft/ft
.0.8
6. r
0.007 (nL)
0.5 0.4
2 8
Compute Tt
hr
Shallow concentrated flow
Segment ID
7. Surface description (paved or unpaved)
8. Flow length, L ft
9. Watercourse slope, s ft/ft
10. Average velocity, V (figure 3-1) ft/s
11. t »
"* t 3600 V
Compute T
hr
Channel flow
Segment ID
12. Cross sectional flow area, a
13. Wetted perimeter, p
ft'
ft
14. Hydraulic radius, r - Compute r ft
Pw
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n ..............
17. V -
1.49 r2/3 s1'2
18. Flow length, L
19* Tt " 3600 V
Compute V ft/s
ft
Compute T hr
V>occ/,J:
3^0
3,o
>,05"
0.C1
JcrO
3.0
6,0$
Ol
1
\lco
IHco
. OfT
1.1*
H.G
H
~ 0,0$
20. Watershed or subarea T or T (add T in step6 6( 11, and 19)
c t t
hr
7
"I7eyi OH | hr-
\ >oCt hr C,(Q in <
(210-V1-TR-55, Second ECTuHe~IS86) ~
~7..-
-------
Worksheet 4: Graphical Peak Discharge method
Project
Locat ion
fJ t/ikuHyt
Circle one: /Present Developec
By
Checked
Date S~,
Date
1. Data:
Drainage area
A - o7Si%
m
Runoff curve number .... CN -
Time of concentration .. T£ "
RainfaLl distribution type -
Pond and swamp areas spread
throughout watershed
i
Frequency
Rainfall, P (24-hour)
O a
oni
&
4-
M £ O. O 7 % /*',
C
-------
Worksheet 6a: Detention basin storage,
peak outflow discharge (q^ known
Project
Location
n(j t
^ MorOnwes.i
Circle one: Present/^Developed
By _3l2£
Checked
Date
Date
s/eki
«
u
o
c
o
m
>
01
4-J-
ULi.
-U-
-UL
-hH4
i | i
Tirr
-14
; i i
-i-i-j-
IX
Ttt
1-rH-
-1-L-
-M-
ill'!
±n
"44+
f f-i4
i_l.
: r+rr
M
J_L
tz
_U-L
f ¦ i-hr-j-
f-, r^-+-
litb
H
nd:
444
TT
J_L
!4f±
¦H-"!
Tj-rt+IT
-H-
l".i L
> i
iitri±±!+
T+-
-H-
-+1-
-rr
rrrr
i
Detention basin storage
V
1. Data: ~ 2
Drainage area ^ 'Q
Rainfall distribution
type (I, IA, II, III) - _±2_
2. Frequency ...... yr
3. Peak Inflow dis-
charge, .... cfs
(From worksheet A or 5b)
4. Peak outflow dis-
charge, qQ .... cfs
5. Compute
qi
1st
stage
2nd
stage
2-
/
3S.IS
5b)
U
t.zl
. 03
2nd stage qQ includes 1st stage qQ.
6. 7T-
5S
(Use with figure 6-1)
7. Runoff, Q ...... in
(From worksheet 2)
8.
9.
2..71
10.
(210-VI-TR-55, Second Ed., June 1986)
-------
APPENDIX B
Bridge Stormwater Treatment Design
and Computer Simulation Results
80040000H :\wp\cost_ana\roads
31
May 14, 1992
-------
Worksheet 3: Time of concentration (Tc) or travel time CI\)
By Date J
Project
Qte a+
Location
Checked
Date
Date
T through subarea
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a nap, schematic, or description of flow segments.
Sheet flow (Applicable to T£ only) Segment ID
1. Surface description (table 3-1)
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L_<_ 300 ft) ..........
4. Two-yr 24-hr rainfall, Pj ..................
ft
in
5. Land slope, s ft/ft
, . _ 0.007 (nL)0,8
6* Tt 0.5 0.4 Compute Tt hr
P2 8
0Mo
zoo
3.0
,o2>
o.5S
Shallow concentrated flow
Segment ID
7. Surface description (paved or unpaved) .....
8. Flow length, L ft
9. Watercourse slope, s ft/ft
10. Average velocity, V (figure 3-1) ft/s
11. r
3600 V
Compute Tt
hr
Ol
12D
03
2.8
O.H
Channel flow
Segment ID
12. Cross sectional flow area, a
13. Wetted perimeter, p
14. Hydraulic radius, r - Compute r
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
17.
V -
1.49 r2/3 sl/2
18. Flow length, L
L
Compute V ....... ft/s
ft
19. T
3600 V
Compute T
hr
OOli
I60
3.Q
03
0. 07.
[)nfAV*
-------
Worksheet 4: Graphical Peak Discharge method
Project l£>rtdfj£ By 8J"i>
Location \s-&.\cAo
Checked
Date
Date
Circle one:/'' Present Develope
I. Data:
Drainage area .......... A^ ** 0 00^2- ml^ (acres/640) '
Runoff curve number .... CNg" (oO (From worksheet 2) s 61
Q. bb hr (From worksheet 3)""^,^ z
_ (I, IA,(fp III)
Time of concentration .. T ¦
c%
Rainfall distribution type «
Pond and swamp areas spread
throughout watershed ¦
"7^
percent of (
acres or ml covered)
2. Frequency yr
3. Rainfall, P (24-hour) in
4. Initial abstraction, I in
(Use CN with table 4-1.)
5. Compute Ia/P
6. Unit peak discharge, q csm/in
(Use T and I /P with exhibit 4-H. )
C 3
7. Runoff, Q in
(Frora worksheet 2).
8. Pond and swamp adjustment factor, F^ ....
(Use percent pond and swamp area
with table 4-2. Factor is 1.0 for
zero percent pond and swamp area.)
9. Peak discharge, q^ cfs
(Where q_ =» q A QF )
Mp ^u p
Storm it3«
2-
2L
3.0
3, 0
1,33
O.Z41
0-MM3
O.ob %.
2 bo
°[Zo
o. 33
I'lo
id
ho
D-4
(210-VI-TR-55, Second Ed., June 1986)
-------
Worksheet ,6a: Detention basin storage,
peak outflow discharge (q^j) known
Project Sri
Location
Q> redd L-a
4)
H
cu
1
( ;
r
I , . t ;
! : i
i :
« * i
, i i . J . «
!
i
i . . M
1
I
i
' 1
, , !
I
i 1 1
- : i . .
I >
I l
j
!
1
. , . i .
' ! I
j |
i
1 . ,
; ' :
1
'
i
|
i
|
it!'
1 I
I
i
i
1 '
i .
' 1
1
I
{
1 1
i i ' ;
I
f <
1 f
' »
i l
i i
' f :
i
tt
: !
» i
! 1
« 1 '
|
r
.
i i . .
{
I
i
'
i
1 1
' ¦ 1 :
1
i Ml
i
( :
1
1 .
i
til>
I
in
i
. ¦ : 1
1.1,1.
i
i !
_r7ZLL
_.l 1
,
1 ! M
1
1 !
< !
i
i
'
i ' : . i
j . ii »
«
i
! 1 1 i
i 1 I I ' ' ¦
' 1 I
!
I 1
1
ii|..
| i 1 . i :
. j 1
>
i i 1 ¦ i ¦
I 1 |
-rfi-
j
1
1 |
i » i j . \ «
1 ; ;
i
|
!
i
i i 1
, . - i :
; i
i
!
r r1
t-r "1
¦
1 I ! . i
-I
t
-t
¦t-
1
^i"
1
1"
¦
J ¦
¦
1
,
I
i : ,
k
"1 T
m
1 i
, 1
I
'
1
i
i :
| : ( : ! :
» -
" !
.1
Detention basin storage
1. Data:
3. 3
Drainage area ml^
Rainfall dlstxlbution
type (I, Ia/Il\ III) - HZ
1st
2nd
stage
stage
2. Frequency
yr
Z-yr
3. Peak Inflow dis-
charge, q^
(From worksheet 4 or Sb)
4. Peak outflow dis-
°l. \V
charge, qQ .... cfs
5. Compute
*<>S
1/
6. TT"
(Use with figure 6-1)
ql
7. Runoff, Q ...... in
(From worksheet 2)
U°l
8* Runoff volume,
ac-ft
(Vr - 0^53.33)
\
9. Storage volume,
V ac-ft
6
0.5 3
0.32,
(V - v
s r V
(7T-)) SiietJ '/e. 0-f
bridge
10. Maximum stage, Er
(From plot)
max
¦1/ 2nd stage qQ includes 1st stage qQ.
(210-VI-TR-55, Second Ed., June 1986)
-------
Worksheet 3: Time of concentration (Tc) or travel time (Tj)
Project
CrY\4lU(Jn
Location
^Oc)tku)grt:
By
Checked
Date
Date
5M
Circle oneQ Present Develops
Circle one
ilopetix^
T£ through 6ubarea
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T£ only) Segmenl
1. Surface description (table 3-1)
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L_< 300 ft)
4. Two-yr 24-hr rainfall, Pj
6. T
0.007 (nL)
0.5 0.4
2 *
0.8
Compute T£
Shallow concentrated flow
Segment ID
7. Surface description (paved or unpaved) .....
8. Flow length, L ft
9. Watercourse 6lope, s ft/ft
10. Average velocity, V (figure 3-1) ft/s
11. T_
*t 3600 V
Channel flow
Compute Tt
Segment ID
17. V -
1.49 r2'3 s1'2
18. Flow length, L
19# Tt ' 3600 V
Compute T
hr
ID
UHflfffefus
S**\Ootl\
o.oi(
ft
2cc
loo
in
1.T
z.r
ft/ft
.©3
oB
hr
0(o0
4
C>Ot-
Vfcl^PE ^
hr
12. Cross sectional flow area, a ft
13. Wetted perimeter, pw ft
14. Hydraulic radius, r ¦ Compute r ft
w
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
Compute V ft/s
ft
20. Watershed or subarea or T£ (add Tt in steps 6, 11, and 19) hr
0\'H fair
'Cnr-i O «IJ} (/\
(210-VI-TR-55, Second Ed., June 19B6)
-------
Worksheet 4: Graphical Peak Discharge method
Project
Location
By
Checked
Date
Date
z/s/i
Circle one:f Present Develope
y
1. Data:
"tXtervte
Drainage area
aB
_ff£^mi2 (acres/640)
OCS2-
Oo (From worksheet 2) C-^\> F 9
Runoff curve number .... CN^
Time of concentration .. T - O "71 hr (From worksheet 3) ~Tk-b O. 15
Rainfall distribution type » (I, IA, II, III)
Pond and swamp areas spread
throughout watershed ¦
/.
percent of A (
n
acres or mi covered)
"fcev'fcWJPO
2. Frequency yr
3. Rainfall, P (24-hour) in
4. Initial abstraction, 1^ in
(Use CM with table 4-1.)
5. Compute I/P
a
6. Unit peak, discharge, q csm/in
(Use T and I /P with exhibit 4- C )
c a
7. Runoff, Q in
(From worksheet 2).
8. Pond and swamp adjustment factor, F ....
(Use percent pond and swamp area
with table 4-2. Factor is 1.0 for
zero percent pond and swamp area.)
9. Peak discharge, q^ cfs
(Where q_ - q A QF )
MP nu m p
Storm til *
2- Vr
-Ottiiiu 03
Z-h,
2.r
V
1,33
.z*n
<2,53
o. 10
HI
qso
n
/ H(e>
ho
/, o
°
3 A
D-4
(210-VI-TR-55, Second Ed., June 1986)
-------
Worksheet ,6a: Detention basin storage,
peak outflow discharge (q^ known
Project *Ef i -c (2
V
TT
t±
T-4-
-U4-L
LU
44-
~] r
-i-Hf
-HIT
-H-
J-L-
U
..I ! I
I ¦ ;
J(-
T~r
-M-i
tin
j_i.
irtrr
vr
St
HZ
Wffi-liK
-L-: U
rt-r-'
-4- - J +
i . . I. - , -i
ti-j-1-
t i-,--
l_!_
tT"i-
ztt
^
: ) I
EE
-L
i-ji-r
hn-t-
ZXJi
HJ H-
4-J-
: '--r+
r+4-'-'-
-t
TT
H
r~r-\~
-H4
-U_
1-tT
-W 1-
+++
-H-
I ¦ I ' 1 : i 1
t-r
TT
-H-
Detention basin storage
V
1. Data:
Drainage area Ag,
Rainfall distribution
type (lAlA, II, III)
. 6oS'2~a
3. Peak inflow dis-
charge, q^ cfs
(From worksheet 4 or 5b)
4. Peak outflow dis-
3.4(
charge, qQ .... cfs
5. Compute
0 I
1/
6. TT"
1st
2nd
/.
stage
stage
8.
2. Frequency yr
,6
(Use with figure 6-1)
(From worksheet 2)
»«* acft
(Vr - <3^53.33)
h^(e>
0,40
8
(v.
' i^hlzzj
r r rov>ovf
10. Maximum stage, E
(From plot)
max
If 2nd stage q0 includes 1st stage q0«
(210-VI-TR-55, Second Ed., June 1986)
D-7
-------
Worksheet 3: Time of concentration (Tc) or travel time (T^)
Project
Cb+sbrueh (CVt
Location
By Kjb
Checked
Date
Date
Circle one:
Circle one
Present ){Developed
tKr5URlf~subarea
worksheet.
Include a map, schematic, or description of f
Sheet flow (Applicable to T£ only) Segment ID
1. Surface description (table 3-1)
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L ^ 300 ft)
4. Two-yr 24-hr rainfall, Pj
5. Land slope, 8 ft/ft
,0.8
6. T.
0.007 (nL)
0.5 0.4
2 8
Compute T
hr
Shallow concentrated flow
Segment ID
7. Surface description (paved or unpaved)
8. Flow length, L ft
9. Watercourse slope, s ft/ft
10. Average velocity, V (figure 3-1) ft/s
i
Compute T( hr
II T ¦ ¦ »!¦
11 t 3600 V
Channel flow
Segment ID
ft'
ft
a
14. Hydraulic radius, r - Compute r ft
Pw
12. Cross sectional flow area, a
13. Vetted perimeter, pw
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
17. V -
1.49 r2/3 s1/2
18. Flow length, L
L
19. T
3600 V
Compute V ft/s
ft
Compute T hr
ft
in
can be used for each
segments.
V*d«rWV<
oA
.on
IQP
V.5-
o3.^
'&3
. o{
112.0
>320
.03
- ^3
z-f
on
j
1
1
1
1
/.
/
/
/
/
/
/
/
/
/
/
20. Watershed or subarea Tc or T£ (add T in steps 6, 11, and 19) hr
n
c £>fcV/
t .-S~(\ v-
(210-VI-TR-55, Second Ed., June 1986)
-------
Worksheet 4: Graphical Peak Discharge method
*
Project B Ch-ti Uteh m
Location
By
Checked
Date
Date
Circle one;"' Present Developed
V
1. Data:
"D t>
Aim - 100^2.
&mrrt
Drainage area .......... A^ 3 < OQ52^ mi^ (acres/640)
Runoff curve number .... CN « bc> (From worksheet 2) C^e> S>°\
c
Time of concentration .. T " O hr (From worksheet 3) -z- Qjd
O
Rainfall distribution type ¦ un (i, ia, 11, (riV?)
Pond and swamp areas spread
throughout watershed
/
/ 2
percent of A^ ( fj acres or mi covered)
2. Frequency yr
3. Rainfall, P (24-hour) in
4. Initial abstraction, I in
(Use CN with table 4-1.)
5. Compute la/P
6. Unit peak discharge, q^ . csm/in
(Use Tc and la/P with exhibit 4-
7. Runoff, Q in
(From worksheet 2).
8. Pond and swamp adjustment factor, F^ ....
(Use percent pond and swamp area
with table 4-2. Factor is 1.0 for
zero percent pond and swamp area.)
9. Peak discharge, qp cfs
(Where qp - q^Q1^
Sfrnrm 1
agiLy.
-------
Worksheet ,6a: Detention basin storage,
peak outflow discharge (cJq) known
%
Project CAfi&jrOcMr*- By Date
Location Checked Date
Circle one: Present^^ve^ped^
01
00
(0
u
o
c
o
(0
>
V
4-4-
-LL4-L1
..L_,.
-1-4-
rH±
±m
hTtr:
rtriii
-H-
S$
ttmit
j-i u
rtr-'
-rr»-
IC
_Ttt
¦ l-i-
i ; i
44^
-I I I.
i . ,
-M-
-i-L
-f-H-
; i .
iin
J_u
Tt
-H-H-
_u_
4-ti
h;|-
t
:rrjr
31S
~- ¦»- -
OTrnta:
! i | i
++|f-
h" * "t"!"
Sff
-4-4-
++
Tt-
EE
_L_L.
-H-
i ¦ i ! ! :¦ t
-H-
he
Detention basin storage
V
1. Data: 2
Drainage area " _j0£5£-mi
Rainfall distribution ¦ -
type (I, IA, 11,(111)) - HI-
2. Frequency
yr
3. Peak inflow dis-
charge, q^ cfs
(From worksheet 4 or 5b)
4. Peak outflow dis-
charge, qQ .... cfs
5. Compute
1st
stage
2nd
stage
/.
8.
^{r
10.6^
9.
5b)
U
/' 7 2-
10.
0,!(,
6. zr-
(Use with figure 6-1)
(From worksheet 2)
Vr ac-ft
(Vr - 0^53.33)
V ac-ft
8
3.3
0.12.
D
jEL
y f «
(vs " vr^<1 4V XU£
10. Maximum stage, E
(From plot)
max
2nd stage qQ includes 1st stage qQ.
(210-VI-TR-55, Second Ed., June 1986)
-------
Worksheet 3: Time of concentration (Tc) or travel time CI\)
By £T!> Date
Project
Location
Checked
Date
Circle onej^rresent
Circle one:
PevelopeB^
through subarea
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments
Segment ID
Sheet flow (Applicable to T£ only)
1. Surface description (table 3-1)
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L_< 300 ft)
4. Two-yr 24-hr rainfall, Pj
5. Land slope, s ft/ft
.0.8
, T 0.007 (nL)
t 0.5 0.4
2 '
Shallow concentrated flow
Compute T
Segment ID
7. Surface description (paved or unpaved)
8. Flow length, L ft
9. Watercourse slope, ft/ft
10. Average velocity, V (figure 3-1) ft/s
llm Tt " 3600 V
Channel flow
Compute Tt
Segment ID
12. Cross sectional flow area, a ft
13. Wetted perimeter, p ft
14. Hydraulic radius, r ¦ Compute r
ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
17. V -
1.49 r2'3 s1/2
18. Flow length, L
L
19. T
3600 V
Compute V ....... ft/s
ft
Compute T hr
ft
in
hr
9
LMe\
o.V
"loo
3r O
o.qg
hr
Mo
3> (p
o,
c.oil
loo
3.0
Of
o.t>!
i \5>^o
.o
-------
Worksheet 4: Graphical Peak Discharge method
Project _
Location
Circle one/: Present Developed
By
Checked
Date
Date
l^r^Prese
1. Data:
Drainage area (acres/640)
"DFVCLtfpkb
A*u
t> - OOSZ rAi
Runoff curve number .... CN » &>0 (From worksheet 2) 31
Time of concentration .. Tt - O-SH hr (From worksheet 3) TL - o* I J
Rainfall distribution type - ^ (t, II, III)
Pond and swamp areas spread y _
throughout watershed ¦ (ff percent of ( (/ acres or mi covered)
nC,
2. Frequency
3. Rainfall, P (24-hour) ...
4. Initial abstraction, I ,
(Use CN with table 4-1.)
yr
in
in
6CUIU1 #1
»wnr Hi.
Stonn#y
3-o
J
3.o
133
0.ZM7
5. Compute Ia/P
o,M3
0 OZZ-
6. Unit peak discharge, q csm/in
(Use T and I /P with exhibit 4- )
41
i&O
7. Runoff, Q
(From worksheet 2).
8. Pond and swamp adjustment factor, F^
(Use percent pond and swamp area
with table 4-2. Factor is 1.0 for
zero percent pond and swamp area.)
in
o.33
\,°ID
AO
1.0
9. Peak discharge, q
cf s
o.oe,
t.sB
(Where q " q A QF )
Mp ^u m p
(210-VI-TR-55, Second Ed., June 1986)
-------
Worksheet_6a: Detention basin storage,
peak outflow discharge (q^ known
Project
Cn&Woth
/n
Location
Circle one: Present/^Developed
By
£JT>
Checked
Date
Date
0)
60
«
U
GO
U
o
c
o
<9
>
0>
w
, jr
ttirt
1!
-4-
4--L
Xt
LL4-L
¦U.
4H"
trtisz
++
fl]T
* rb
J_L
U
-f-M4
TT ~
ti r
W
1_L
titiitt
¦i u
btt±i
ale
-ti-h-
»1-1".
~ - - T--
+-rt*
lit
it
Ir-
|_L
T" ^ I ! ' 1 T"i"
7~!~r
-H-t-
-rirfa'-i-
iiti±E!+
¦4J
I ; I
t+t
rn
i i i
44-
44+-
44-H-
-H-
i 1 : i
t i ¦ =¦
j-M-
-4-L
-rr
4 I I i
444-l
! f I ; |
i i
! i ! ' I
¦R
HZE
tTT"
Detention basin storage
V
1* Data: 2
Drainage area ^ ¦ __i££5_£tn1
Rainfall distribution
type (I,£f£>I, III) - XA
1st
2nd
stage
stage
2. Frequency yr
3. Peak Inflow dis-
charge, cfs
(From worksheet 4 or 5b)
4. Peak outflow dls-
2--V
!>&
1/
charge, qQ .... cfs
o 08
5. Compute
qi
o.of
'' 2nd stage qQ Includes 1st stage qQ.
6. ¦=-
0.5C,
(Use with figure 6-1)
qi
7 Runoff y Q # Id
(From worksheet 2)
n
8* Runoff volume,
«* icft
(Vr - 0^53.33)
9. Storage volume,
V8 aC"ft
o.S3
0,30 1
(V. - ^ ^ A
10. Maximum stage, E,
(From plot)
max
(210-V1-TR-55, Second Ed., June 1986)
D-7
-------
number of storms =
l
interval = 133. hrs,
storm duration =
8. hrs,
device = 1 dry pond,
type = pond ,
variable = '
flow
load
mass-balance term
acre-ft
lbs
01 watershed inflows
. 13
53 .28
06 normal outlet
. 13
10. 65
08 sedimen + decay
.00
42 . 63
09 total inflow
. 13
53.28
10 surface outflow
. 13
10.65
12 total outflow
. 13
10.65
13 total trapped
. 00
42.63
14 storage increase
. 00
.00
15 mass balance check
.00
.00
precip =
-78 inches
cone
ppm
149.2786
29.8390
.0000
149.2786
29.8390
29.8390
load removal efficiency = 80.01 %
continuity errors: volume = -.01 %
extreme values over all storms
base minimum maximum
elev elev elev
device ft ft ft
1 dry pond .00 .00 2.07
case title = Coastal Zone Study(SE)
case data file = sebred.inp
storm data file = czmsest.stm
particle file = czm_nurp.par
air temp file = prov6988.tmp
adjusted =
load =
maximum
inflow
cfs
.64
80.01 %
.00 %
maximum
outflow
cfs
.09
maximum
velocity
ft/sec
.00
wet
period
%
42.9
precipitation volume factor = 1.000
storm duration factor = 1.000
number of passes through storm file = 3
storm dates start = 0, keep = 0, stop = 0
case notes:
Coastal zone management
one watershed
one device
one particle class = NURP 50%
southeast rainfall zone
3.3 acres, bridge construction
ED dry pond
watershed = 1 watersh
surface runoff device = 1 dry pond
percolation device = 0
watershed area acres = 3.3 00
impervious fraction = .630
impervious depression storage inches = .020
scs curve number (pervious portion) = 60.000
sweeping frequency times/week = .000
water quality load factor - = 1.000
-------
device = 1 dry pond, type = 1 pond
bottom elevation
feet
. 000
bottom area
acres
=
. 047
permanent pool area
acres
. 000
permanent pool volume
ac-ft
.000
perm, pool infiltration rate
in/hr
=
.000000
flood pool area
acres
. 062
flood pool volume
ac-ft
-
.218
flood pool infiltration rate
in/hr
=
.000000
flood pool drain time
hours
=
48.000
outlet orifice diameter
inches
-
. 000
orifice discharge coefficient
-
.600
outlet weir length
feet
=
. 000
weir discharge coefficient
=
3 .300
perforated riser height
feet
=
. 000
number of holes in riser
. 000
hole diameter
inches
T
. 000
particle removal scale factor
-
1.000
exfiltrate routed to device 0 OUT
normal outlet routed to device 0 OUT
spillway outlet routed to device 0 OUT
Coastal Zone Study(SE)
watershed areas contributing surface runoff to each device
total impervious dead-storage zmean total-storage zmean
device acres acres % acres ac-ft feet acres ac-ft fe<
1 dry pond 3.30 2.08 63.0 .05 .00 .00 .06 .22 3.!
24 OVERALL 3.30 2.08 63.0 .05 .00 .00 .06 .22 3.bU
normalized device areas and volumes
dead-storage
ab/ai vb/ai ab/at vb/at
% inches % inches
2.25 .00 1.42 .00
2.25 .00 1.42 .00
device
1 dry pond
2 5 OVERALL
total-storage
ab/at vb/at
% inches
1.89 .79
1.89 .79
flood-storage
vb/at
inches
. 79
. 79
-------
number of storms =
interval = 144. hrs,
device = 1 dry pond,
mass-balance term
01 watershed inflows
06 normal outlet
08 sedimen + decay
09 total inflow
10 surface outflow
12 total outflow
13 total trapped
14 storage increase
15 mass balance check
storm duration =
type = pond ,
flow
acre-ft
. 10
. 10
. 00
. 10
. 10
. 10
.00
.00
. 00
12. hrs, precip = .59 inches
variable = tss
load cone
lbs ppm
46.80 174.3422
9.35 34.8337
37.44 .0000
46. 80
9.35
9.
37,
35
44
00
00
174.3422
34.8337
34.8337
load removal efficiency
continuity errors: volume =
= 80.02 %,
-.01
adjusted = 80.02 %
load = .00 %
extreme values
device
1 dry pond
case title
case data file
storm data file
particle file
air temp file
all storms
minimum maximum
elev
ft
1.93
over
base
elev elev
ft ft
.00 .00
= Coastal Zone
= nebrED.inp
czmnest.stm
czm_nurp.par
prov69 88.tmp
maximum
inflow
cfs
.43
Study(NE)
maximum
outflow
cfs
. 06
maximum
velocity
ft/sec
.00
wet
period
%
40.3
precipitation volume factor = 1.000
storm duration factor = 1.000
number of passes through storm file = 3
storm dates start = 0, keep = 0, stop =
case notes:
Coastal zone management
one watershed
one device
one particle class = NURP 50%
northeast rainfall zone
3.3 acres, bridge construction
ED dry pond
watershed = 1 watersh
surface runoff device = 1 dry pond
percolation device = 0
watershed area acres = 3.300
impervious fraction = .630
impervious depression storage inches = .020
scs curve number (pervious portion) = 60.000
sweeping frequency times/week = .000
water quality load factor - = 1.000
-------
device = 1 dry pond, type = 1 pond
bottom elevation
feet
=
. 000
bottom area
acres
=
. 036
permanent pool area
acres
=
.000
permanent pool volume
ac-ft
=
. 000
perm, pool infiltration
rate
in/hr
=
.000000
flood pool area
acres
=
.048
flood pool volume
ac-ft
. 166
flood pool infiltration
rate
in/hr
=
.000000
flood pool drain time
hours
=
48.000
outlet orifice diameter
inches
-
. 000
orifice discharge coefficient
=
.600
outlet weir length
feet
=
.000
weir discharge coefficient
=
3 . 300
perforated riser height
feet
.000
number of holes in riser
. 000
hole diameter
inches
. 000
particle removal scale
factor
=
1. 000
exfiltrate routed to device 0 OUT
normal outlet routed to device 0 OUT
spillway outlet routed to device 0 OUT
Coastal Zone Study(NE)
watershed areas contributing surface runoff to each device
total impervious dead-storage zmean
device acres acres % acres ac-ft feet
1 dry pond 3.30 2.08 63.0 .04 .00 .00
24 OVERALL 3.30 2.08 63.0 .04 .00 .00
normalized device areas and volumes
dead-storage total-storage
ab/ai vb/ai ab/at vb/at ab/at vb/at
device % inches % inches % inches
1 dry pond 1.72 .00 1.08 .00 1.44 .61
25 OVERALL 1.72 .00 1.08 .00 1.44 .61
total-storage zmean
acres ac-ft fe<
.05 .17 3.!
.05 .17 3.bu
flood-storage
vb/at
inches
. 61
. 61
-------
number of storms =
interval = 123. hrs,
device = 1 dry pond,
storm duration =
type = pond ,
16. hrs, precip =
variable = tss
.54 inches
flow
load
cone
mass-balance term
acre-ft
lbs
ppm
01 watershed inflows
. 09
24 .95
101.8991
06 normal outlet
. 09
4 .99
20.3666
08 sedimen + decay
. 00
19.96
.0000
09 total inflow
.09
24 .95
101.8991
10 surface outflow
.09
4 .99
20.3666
12 total outflow
. 09
4 .99
20.3666
13 total trapped
.00
19.96
14 storage increase
. 00
.00
15 mass balance check
. 00
. 00
load removal efficiency =
80.01 %,
adjusted = 80.01
%
continuity errors: volume =
-.01 %,
load
. 00
%
extreme values over all storms
base minimum maximum maximum
maximum
maximum
elev elev
elev
inflow
outflow
velocity
device ft ft
ft
cf s
cf s
ft/sec
1 dry pond .00 .00
1.84
.23
.04
. 00
case title = Coastal Zone
Study(NW)
case data file = nwbred.inp
storm data file = czmnwst.stm
particle file = czm_nurp.par
air temp file = prov6988.tmp
wet
period
%
52.0
precipitation volume factor = 1.000
storm duration factor = 1.000
number of passes through storm file = 3
storm dates start = 0, keep = 0, stop = 0
case notes:
Coastal zone management
one watershed
one device
one particle class = NURP 50%
northwest rainfall zone
3.3 acres, bridge construction
ED dry pond
watershed = 1 watersh
surface runoff device = 1 dry pond
percolation device = 0
3 .300
.630
.020
60.000
. 000
1.000
watershed area acres =
impervious fraction =
impervious depression storage inches =
scs curve number (pervious portion) =
sweeping frequency times/week =
water quality load factor - =
-------
device = 1 dry pond, type = 1 pond
bottom elevation
feet
-
. 000
bottom area
acres
=
.027
permanent pool area
acres
=
. 000
permanent pool volume
ac-ft
. 000
perm, pool infiltration rate
in/hr
.000000
flood pool area
acres
=
.035
flood pool volume
ac-ft
. 124
flood pool infiltration rate
in/hr
=
.000000
flood pool drain time
hours
48.000
outlet orifice diameter
inches
=
. 000
orifice discharge coefficient
=
. 600
outlet weir length
feet
=
. 000
weir discharge coefficient
=
3.300
perforated riser height
feet
. 000
number of holes in riser
-
. 000
hole diameter
inches
. 000
particle removal scale factor
=
1. 000
exfiltrate routed to device 0 OUT
normal outlet routed to device 0 OUT
spillway outlet routed to device 0 OUT
Coastal Zone Study(NW)
watershed areas contributing surface runoff to each device
total impervious dead-storage zmean total-storage zmean
device acres acres % acres ac-ft feet acres ac-ft fei
1 dry pond 3.30 2.08 63.0 .03 .00 .00 .04 .12 3.!
24 OVERALL 3.30 2.08 63.0 .03 .00 .00 .04 .12 3. L>u
normalized device areas and volumes
dead-storage
ab/ai vb/ai ab/at vb/at
device % inches % inches
1 dry pond 1.28 .00 .81 .00
25 OVERALL 1.28 .00 .81 .00
total-storage
ab/at vb/at
% inches
1.08 .45
1.08 .45
flood-storage
vb/at
inches
.45
.45
-------
number of storms =
interval = 476. hrs,
device = 1 dry pond,
mass-balance term
01 watershed inflows
06 normal outlet
08 sedimen + decay
09 total inflow
10 surface outflow
12 total outflow
13 total trapped
14 storage increase
15 mass balance check
storm duration =
type = pond ,
flow
acre-ft
. 09
. 09
. 00
. 09
.09
.09
.00
.00
.00
12. hrs, precip =
variable = tss
load
lbs
39.46
7.85
31.61
.54 inches
39.46
7.85
7.85
31.61
. 00
.00
cone
ppm
160.8434
32.0065
.0000
160.8434
32.0065
32.0065
load removal efficiency = 80.10 %, adjusted = 80.10 %
continuity errors: volume = -.01 %, load = .00 %
extreme values over all storms
base minimum maximum maximum maximum maximum wet
elev elev elev inflow outflow velocity period
ft ft ft cfs cfs ft/sec %
.00 .00 1.86 .26 .05 .00 12.4
= Coastal Zone Study(SW)
= swbred.inp
device
1 dry pond
case title
case data file
storm data file = czmswst.stm
particle file
air temp file
= czm_nurp.par
= prov6988.tmp
precipitation volume factor = 1.000
storm duration factor = 1.000
number of passes through storm file = 3
storm dates start = 0, keep = 0, stop = 0
case notes:
Coastal zone management
one watershed
one device
one particle class = NURP 50%
southwest rainfall zone
3.3 acres, bridge construction
ED dry pond
watershed = 1 watersh
surface runoff device = l dry pond
percolation device = 0
watershed area acres = 3.300
impervious fraction = .630
impervious depression storage inches = .020
scs curve number (pervious portion) = 60.000
sweeping frequency times/week = .000
water quality load factor - = 1.000
-------
device = 1 dry pond,
type = 1 pond
bottom elevation
feet
=
. 000
bottom area
acres
=
. 030
permanent pool area
acres
. 000
permanent pool volume
ac-ft
=
. 000
perm, pool infiltration rate
in/hr
.000000
flood pool area
acres
. 040
flood pool volume
ac-ft
. 142
flood pool infiltration rate
in/hr
-
.000000
flood pool drain time
hours
-
48.000
outlet orifice diameter
inches
. 000
orifice discharge coefficient
. 600
outlet weir length
feet
=
. 000
weir discharge coefficient
3 . 300
perforated riser height
feet
-
. 000
number of holes in riser
. 000
hole diameter
inches
.000
particle removal scale factor
-
1. 000
exfiltrate routed to device 0 OUT
normal outlet routed to device 0 OUT
spillway outlet routed to device 0 OUT
Coastal Zone Study(SW)
watershed areas contributing surface runoff to each device
total impervious dead-storage zmean total-storage zmean
device acres acres % acres ac-ft feet acres ac-ft fe<
1 dry pond 3.30 2.08 63.0 .03 .00 .00 .04 .14
24 OVERALL 3.30 2.08 63.0 .03 .00 .00 .04 .14
normalized device areas and volumes
dead-storage
ab/ai vb/ai ab/at vb/at
device % inches % inches
1 dry pond 1.46 .00 .92 .00
25 OVERALL 1.46 .00 .92 .00
total-storage
ab/at vb/at
% inches
1.23 .52
1.23 .52
flood-storage
vb/at
inches
. 52
.52
-------
Worksheet 3: Time of concentration (Tc) or travel time (T^)
%
Dgfgrrritia A\4t-l*a/y flfovn By
S^q-Hv toe^r
Project
Location
Circle one: Present ^BevelopecT)
Circle one:^f^\ Tt through subarea
Checked
Date
Date
jrlrzfeis
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
PtVEL^ED
Sheet flow (Applicable to only) Segt
1. Surface description (table 3-1)
2. Manning's roughness coeff., n (table 3-1)
3. Flow length, L (total ,L <_ 300 ft)
Te<\-yr
4. Twa-yr 24-hr rainfall, Pj
T _ 0.007 (nL)°*8
t 0.5 0.4
2 6
Shallow concentrated flow
Compute T
7. Surface description (paved or unpaved)
8. Flow length, I -
U* Tt " 3600 V
Channel flow
Compute T
Segment ID
12. Cross sectional flow area, a
13. Vetted perimeter, p
ft"
ft
g
14. Hydraulic radius, r - Compute r ft
Pw
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
17. V -
. ,Q 2/3 1/2
1.49 r s
18. Flow length, L
19* Tt ' 3600 V
Compute V ft/s
ft
Compute T
hr
ID
/
0.0 II
/
ft
(e>0
/
in
3.5"
ft/ft
o ,P2-
j
hr
V.O{
+
ID
/
ft
'ZOO
/
ft/ft
.0*2-
/
ft/s
2.9
/
hr
0,0%.
+
20. Watershed or subarea T or T (add T in steps 6, 11, and 19) ....... hr
Ti- - ¦ e> 3 K <;
72.=- o, i ks
(210-V1-TR-55, Second Ed., June 1586)
-------
Worksheet 4: Graphical Peak Discharge method
Project tying By Date S^fzj9l^
Location '( Checked Date
Circle one: Present (^Oeveloped^)
1. Data:
Drainage area A^ =* O.OOO1-!^) ml^ (acres/640)
Runoff curve number .... CN - <{% (From worksheet 2)
Time of concentration .. T " 0>i hr (From worksheet 3)
c
Rainfall distribution type » 1 (I, IA, II, III)
Pond and swamp areas spread
throughout watershed » /C/ percent of A acres or ml covered)
of A ( a
m ₯-
,2
2. Frequency yr
3. Rainfall, P (24-hour) in
4. Initial abstraction, I in
(Use CN with table 4-1.)
5. Compute I^/P
6. Unit peak discharge, q csm/in
(Use T_ and I/P with exhibit 4- )
C 3 -
7. Runoff, Q in
(From worksheet 2).
8. Pond and swamp adjustment factor, F ....
(Use percent pond and swamp area
with table 4-2. Factor is 1.0 for
zero percent pond and swamp area.)
9. Peak discharge, q^ cfs
Cohere q » q A QF )
np m p
Stotffi Hi
ID
3>£
o.om
O.ol
See
3.2.1
l-O
c.10
D-4
(210-VI-TR-55, Second Ed., June 1986)
-------
Worksheet 3: Time of concentration (Tc) or travel time (T^)
Project Date
UUc<3
Checked
Date
10-yP-fl f j 1M - \rs6or pgafc. raiitfit//
Location
Circle one: Present^fJeveToped^
Circle one:^T^) T^through subarea
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T£ only) Segment
1. Surface description (table 3-1)
2. Manning'6 roughness coeff., n (table 3-1) ..
3. Flow length, L (total L 300 ft)
4. Two yr 24-hr rainfall, P^
£ _ 0.007 (nL)°*8
t ' 0.5 0.4
2 8
Shallow concentrated flow
Compute Tt
7. Surface description (paved or unpaved)
8. Flow length, L
1U Tt ' 3600 V
Channel flow
Compute T
Segment ID
12. Cross sectional flow area, a
13. Wetted perimeter, pw
ft
ft
14. Hydraulic radius, r - * Compute r ft
v
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
17. V -
1.49 r2'3 s1/2
18. Flow length, L
lq T -
t 3600 V
Compute V ....... ft/s
ft
Compute T hr
ID
f
o.ett
/
ft
too
/
in
y.o
/
ft/ft
O.ol.
hr
+,
ID
/
/
ft
7.00
/
ft/ft
OkOZ
/
ft/s
/
hr
o.e>2~
+
z
A
20. Watershed or subarea T or T (add T in steps 6, 11, and 19) ....... hr
c L t -
V
~TL - .0M hr:
si/
0.16 h
(210-VI-TR-55, Second Ed., June 1986)
-------
Worksheet 4: Graphical Peak Discharge method
Project S |£ilf\^
&rE4t Utj^c
Location
By
Checked
Circle one: Present^TJevelope
Date
Date
Allilll'
1. Data:
Drainage area A^ =¦
Runoff curve number .... CN ¦
Time of concentration .. T "
Rainfall distribution type -
Pond and swamp areas spread
throughout watershed ...... ¦
'OCoH^ tai^ (acres/640)
(From worksheet 2)
0 i I hr (From worksheet 3)
_ (I, IA, II, III)
^ percent of A^ (
acres or mi covered)
2. Frequency yr
3. Rainfall, P (24-hour) In
4. Initial abstraction, I in
* a
(Use CN with table 4-1.)
5. Compute Ia/P
6. Unit peak discharge, q csm/in
(Use T and I /P with exhibit 4-~lLZ»)
c a
7. Runoff, Q in
(From worksheet 2).
8. Pond and swamp adjustment factor, F ....
(Use percent pond and swamp area
with table 4-2. Factor is 1.0 for
zero percent pond and swamp area.)
9. Peak discharge, q^ cfs
(Where q_ » q A QF )
^P u ra p
&LULU1 tit"
10
4.0
C,c*4l
C>> 0/
/ Oct)
3.11
D-4
(210-VI-TR-55, Second Ed., June 1986)
-------
Worksheet 3: Time of concentration (Tc) or travel time CI\)
ProjectT^ervyiiiU ^eaK-d\Sm ~ir
4. ₯wu"yi 24-hr rainfall, P2
, T 0.007 (nL)0*8
t 0.5 0.4
2 6
Shallow concentrated flow
Compute T
7. Surface description (paved or unpaved)
8. Flow length, L
11. T.
"t 3600 V
Channel flow
Compute T
Segment ID
12. Cross sectional flow area, a
13. Wetted perimeter, p ........
ft
ft
14. Hydraulic radius, r ¦ Compute r ft
Pw
15. Channel slope, s .. ft/ft
16. Manning's roughness coeff., n
17. V -
1.49 r2'3 s1/2
18. Flow length, L
L
19. T
3600 V
Compute V ft/s
ft
Compute T hr
ID
f
Swadfk
/
O.Otl
/
ft
he
/
in
M.o
/
ft/ft
0,02-
hr
CiC7~
+
20. Watershed or subarea T or T (add T in steps 6, 11, and 19)
c t t
ID
}
/
ft
1*00
/
ft/ft
O.cl"
/
ft/s
Z-°!
hr
+
\
/
/
/
/
1
/
!
hr
-V
Xc~ hr
Assam-: 1Z& C* f
(210-VI-TR-55, Second Ed., June 1986)
-------
Worksheet 4: Graphical Peak Discharge method
Project 0 * BY KJ& Date Hsfa Z_^
Location ujf*,"t Checked Date
Circle one: Present ^evelop^J)
1. Data:
Drainage area Am =»
Runoff curve number .... CN ¦
Time of concentration .. T M
c '
Rainfall distribution type ¦
Pond and swamp areas spread
throughout watershed -
0» mj^ (acres/640)
(From worksheet 2)
I hr (From worksheet 3)
OTA (I, IA, II, III)
Cf percent of ^acres or mi^ covered)
2. Frequency yr
3. Rainfall, P (24-hour) in
4. Initial abstraction, I in
a
(Use CN with table 4-1.)
5. Compute I /P
6. Unit peak discharge, q csm/in
(Use T_ and I_/P with exhibit 4- TA )
C 3
7. Runoff, Q in
(From worksheet 2).
8. Pond and swamp adjustment factor, F ....
(Use percent pond and swamp area
with table 4-2. Factor is 1.0 for
zero percent pond and swamp area.)
9. Peak discharge, q^ cfs
(Where q * q A QF )
Mp p
SLorrn #1"
Jytonn til
-SmurtJ
It5"K
y.o
o.om
c>. O)
/sr
3.7?
1.0
0. 2-\
D-4
(210-VI-TR-55, Second Ed., June 1986)
-------
Worksheet 3: Time of concentration (Tc) or travel time (T^)
ProjectT>W>vtm/ ye*.k dKChsyftfa* fcftJly. By
SzotU east
Location
Checked
Date
Date
Circle one: Present/^TfevelopeSy
1 ,
Circle one: /T ) T through subarea
W-yeAfj ZM Inter rrn*&l(
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to only) Segmem
1. Surface description (table 3-1)
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L _<_ 300 ft)
[e«-fr
24-hr rainfall, Pj
, T _ 0.007 (nL)0,8
O« 1 ' - .
t 0.5 0.4
2 8
Shallow concentrated flow
Compute T
7. Surface description (paved or unpaved)
8. Flow length, L
IV T m
t 3600 V
Channel flow
Compute T
ID
j
0-Ctl
j
ft
b
j
ft/ft
i o 2<-
1
ft/s
1f\
1
hr
0,01*
+
Segment ID
12. Cross sectional flow area, a
13. Wetted perimeter, p
ft
ft
14. Hydraulic radius, r - - Compute r ft
Pw
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
17. V -
1.49 r2'3 s1/2
18. Flow length, L
L
19
Tt " 3600 V
Compute V ....... ft/s
ft
Compute T hr
20. Uatershed or subarea T or T (add T in steps 6, 11, and 19)
c t t
/
j
I
I
+
hr
Tc *
12 * 6. | hv'
(210-VI-TR-55, Second Ed., June 1986)] ..
-------
Worksheet 4: Graphical Peak Discharge method
Project QY^
Location
Circle one: Present /"Developec
By
Checked
Date
Date
1. Data:
Drainage area A
m
Runoff curve number .... CN -
Time of concentration .. T ¦
c
Rainfall distribution type ¦
Pond and swamp areas spread
throughout watershed ¦
2. Frequency
3. Rainfall, P (24-hour) ...
4. Initial abstraction, I
* a
(Use CN with table 4-1.)
5.
Compute la/P
* 00C S(acres/640)
(From worksheet 2)
hr (From worksheet 3)
(I, IA, II, III)
JXL
M.
4-
percent of A^ acres or mi^ covered)
1?£Y£U)ft£>
yr
in
.§40 Mil If
to
iter in IH
0'IHUUi Hi
1.0
in O.OHt
0,0 f
6. Unit peak discharge, q csm/in
(Use T and I /P with exhibi
C 3
t 4^iil--»
)
7. Runoff, Q
(From worksheet 2).
8. Pond and swamp adjustment factor, F
(Use percent pond and swamp area
with table 4-2. Factor is 1.0 for
zero percent pond and swamp area.)
9. Peak discharge, q
(VJhere qr
q A QF )
^u ra p
in
cf s
&5"o
I, o
1.89
D-4
(210-VI-TR-55, Second Ed., June 1986)
-------
Subject _ Tipc< 4 Project No. gaor
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File No.
Date
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Cost of f
-------
APPENDIX C
Street Sweeping Computer
Simulation Results
80040000H :Ywp\cost_ana\roads
32
May 14, 1992
-------
case title = Street Sweeping case
case data file = Sweep.cas
storm data file = czmswst.stm
particle file = nurp50.par
air temp file = prov6988.tmp
precipitation volume factor = 1.000
storm duration factor = 1.000
number of passes through storm file = 5
storm dates start = 0, keep = 0, stop =
case notes:
Street sweeping case
one watershed
one device
one particle class=NURP 50%
watershed = 1 watersh
surface runoff device = 1 Pipe
percolation device = 0
100.000
.250
. 020
60.000
. 000
1.000
watershed area acres
impervious fraction =
impervious depression storage inches =
scs curve number (pervious portion) =
sweeping frequency times/week =
water quality load factor - =
device 7
Pipe
type = 5 pipe
time of concentration = .000 hours
normal outlet routed to device 0 OUT
number of storms =
interval = 47 6. hrs,
device = 1 Pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe
flow
acre-ft
1. 09
1. 09
12. hrs, precip =
variable = tss
load cone
lbs ppm
474.52 160.8447
474.52 160.8447
.54 inches
09 total inflow
10 surface outflow
12 total outflow
1. 09
1. 09
1. 09
474.52
474.52
474.52
160.8447
160.8447
160.8447'
load removal efficiency
continuity errors: volume
00
00
adjusted
load
00
00
number of storms = 1
interval = 47 6. hrs, storm duration =
device = 1 Pipe , type = pipe ,
12. hrs, precip =
variable = tp
.54 inches
-------
mass-balance term :
01 watershed inflows
06 normal outlet
flow
acre-ft
1. 09
1. 09
load
lbs
1.39
1.39
cone
ppm
. 4706
.4706
09 total inflow
10 surface outflow
12 total outflow
load removal efficiency =
continuity errors: volume =
number of storms =
interval = 47 6. hrs,
device = 1 Pipe
mass-balance term
01 watershed inflows
06 normal outlet
1. 09
1. 09
1. 09
00
00
1.39
1.39
1.39
adjusted = .00
load = .00
. 4706
.4706
.4706
storm duration =
type = pipe
flow
acre-ft
1. 09
1. 09
12. hrs, precip =
variable = tkn
load cone
lbs ppm
6.04 2.0476
6.04 2.0476
.54 inches
09 total inflow
10 surface outflow
12 total outflow
1. 09
1. 09
1. 09
6. 04
6.04
6 . 04
2.0476
2.0476
2.0476
load removal efficiency = .00
continuity errors: volume = .00
number of storms =
interval = 47 6. hrs,
device = 1 Pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
° /
storm duration =
type = pipe
flow
acre-ft
1. 09
1. 09
adjusted = .00
load = .00
12. hrs, precip
variable = cu
load
lbs
. 14
. 14
.54 inches
cone
ppm
. 0464
.0464
09 total inflow
10 surface outflow
12 total outflow
load removal efficiency =
continuity errors: volume =
1. 09
1. 09
1. 09
00
00
number of storms =
interval = 47 6. hrs,
device = 1 Pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
09 total inflow
10 surface outflow
12 total outflow
load removal efficiency =
continuity errors: volume =
l. 09
1. 09
1. 09
00
00
. 14
. 14
. 14
adjusted
load
. 00
. 00
storm duration =
type = pipe
flow
acre-ft
1. 09
1. 09
12. hrs, precip
variable = pb
load
lbs
. 09
.09
. 09
.09
. 09
adjusted = .00 %
load = .00 %
0464
0464
0464
.54 inches
cone
ppm
. 0310
,0310
. 0310
.0310
. 031-0-
number of storms = 1
interval = 47 6. hrs, storm duration =
device = 1 Pipe , type = pipe ,.
12. hrs, precip =
variable = z.n
.54 inches
-------
mass-balance term
01 watershed inflows
06 normal outlet
flow
acre-ft
1.09
1.09
load
lbs
. 64
. 64
cone
ppm
.2184
.2184
09 total inflow
10 surface outflow
12 total outflow
load removal efficiency =
continuity errors: volume =
number of storms =
interval = 476. hrs,
device = 1 Pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
1.09
1.09
1.09
00
00
.64 .2184
.64 .2184
.64 .2184
adjusted = .00 %
load = .00 %
storm duration =
type = pipe ,
flow
acre-ft
1.09
1.09
12. hrs, precip =
variable = he
load cone
lbs ppm
11.41 3.8690
11.41 3.8690
.54 inches
09 total inflow
10 surface outflow
12 total outflow
load removal efficiency
continuity errors: volume
1.09 11.41
1.09 11.41
1.09 11.41
00 %, adjusted =
00 %, load =
3.8690
3.8690
3.8690
00 %
00 %
-------
case title = Street Sweeping case
case data file = Sweep.cas
storm data file = czmswst.stm
particle file = nurpSO.par
air temp file = prov6988.tmp
precipitation volume factor = 1.000
storm duration factor = 1.000
number of passes through storm file = 5
storm dates start = 0, keep = 0, stop =
case notes:
Street sweeping case
one watershed
one device
one particle class=NURP 50%
watershed = 1 watersh
surface runoff device = 1 Pipe
percolation device = 0
100.000
.250
. 020
60.000
1. 000
1. 000
watershed area acres =
impervious fraction =
impervious depression storage inches =
scs curve number (pervious portion) =
sweeping frequency times/week =
water quality load factor - =
device =
Pipe
type = 5 pipe
time of concentration = .000 hours
normal outlet routed to device 0 OUT
number of storms =
interval = 476. hrs,
device = 1 Pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe
flow
acre-ft
1. 09
1. 09
12. hrs, precip =
variable = tss
load
lbs
446.88 151.
446.88 151.
.54 inches
cone
ppm
4759
4759
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1. 09
1. 09
1. 09
. 00
446.88
446.88
446 . 88
. 00
151.4759
151.4759
151.4759
load removal efficiency
continuity errors: volume
00 %, adjusted = .00
00 %, load = .00
number of storms = 1
interval = 476. hrs, storm duration =
12. hrs, precip =
.54 inches
-------
device = 1 Pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
type =
pipe
flow
acre-ft
1. 09
1. 09
variable = tp
load
lbs
1.34
1.34
cone
ppm
.4548
.4548
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1. 09
1. 09
1. 09
. 00
1.34
1.34
1.34
. 00
.4548
.4548
.4548
load removal efficiency = .00
continuity errors: volume = .00
adjusted = .00
load = .00
number of storms =
interval = 47 6. hrs,
device = 1 Pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe ,
flow
acre-ft
1. 09
1. 09
12. hrs, precip =
variable = tkn
load cone
lbs ppm
5.86 1.9862
5.86 1.9862
.54 inches
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1. 09
1. 09
1.09
. 00
5.86
5.86
5.86
. 00
1.9862
1.9862
1.9862
load removal efficiency = .00
continuity errors: volume = .00
adjusted = .00
load = .00
number of storms =
interval = 476. hrs,
device = 1 Pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe
flow
acre-ft
1.09
1.09
12. hrs, precip = .54 inches
variable = cu
load cone
lbs ppm
.13 .0450
.13 .0450
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.09
1.09
1.09
. 00
. 13
. 13
. 13
.00
0450
0450
0450
load removal efficiency = .00
continuity errors: volume = .00
adjusted =
load =
.00 %
.00 %
number of storms = -
interval = 476. hrs,
device = 1 Pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe
flow
acre-ft
1. 09
1. 09
12. hrs, precip
variable = pb
load
lbs
.09
.09
.54 inches
cone
ppm
0293
0293"
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.09
1. 09
1. 09
. 00
. 09
. 09
. 09
. 00
0293
0293
0293
load removal efficiency = .00 %, adjusted = .00 %
-------
continuity errors: volume = .00 %, load = .00 %
number of storms = 1
interval = 47 6. hrs, storm duration =
device = 1 Pipe , type = pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
flow
acre-ft
1. 09
1. 09
12. hrs, precip
variable = zn
load
lbs
.63
. 63
.54 inches
cone
ppm
,2119
.2119
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1. 09
1. 09
1. 09
. 00
63
63
63
00
.2119
.2119
.2119
load removal efficiency = . 00 %, adjusted
continuity errors: volume = .00 %, load
. 00
. 00
number of storms =
interval = 476. hrs,
device = 1 Pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe
flow
acre-ft
1. 09
1. 09
12. hrs,
variable =
load
lbs
10.79
10 .79
precip =
he
.54 inches
cone
ppm
3.6582
3 . 6582
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1. 09
1. 09
1. 09
. 00
10.79
10.79
10 . 79
. 00
3 . 6582
3.6582
3.6582
load removal efficiency
continuity errors: volume
00 %, adjusted = .00
00 %, load = .00
-------
case title = Street Sweeping case
case data file = sweep.cas
storm data file = czmswst.stm
particle file = nurpSO.par
air temp file = prov6988.tmp
precipitation volume factor = 1.000
storm duration factor = 1.000
number of passes through storm file = 5
storm dates start = 0, keep = 0, stop = 0
case notes:
Street sweeping case
one watershed
one device
one particle class=NURP 50%
watershed = 1 watersh
surface runoff device = 1 pipe
percolation device = 0
100.000
.250
. 020
60.000
.250
1. 000
watershed area acres =
impervious fraction =
impervious depression storage inches =
scs curve number (pervious portion) =
sweeping frequency times/week =
water quality load factor - =
device =
pipe
type
= 5
pipe
time of concentration = .000 hours
normal outlet routed to device 0 OUT
number of storms =
interval = 476. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe ,
flow
acre-ft
1. 09
1. 09
12. hrs, precip =
variable = tss
load
lbs
467.25
467.25
.54 inches
cone
ppm
158.3796
158.3796
09 total inflow
10 surface outflow
12 total outflow
1.09
1. 09
1. 09
467.25
467.25
467.25
158.3796
158.3796
158.3796'
load removal efficiency
continuity errors: volume
00 %, adjusted = .00
00 %, load = .00
number of storms = 1
interval = 476. hrs, storm duration =
device = 1 pipe , type = pipe ,
12. hrs, precip =
variable = tp
.54 inches
-------
mass-balance term
01 watershed inflows
06 normal outlet
flow
acre-ft
1. 09
1. 09
load
lbs
1.38
1. 38
cone
ppm
.4665
.4665
09 total inflow
10 surface outflow
12 total outflow
number of storms =
interval = 476. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
1.09
1. 09
1.09
load removal efficiency = .00
continuity errors: volume = .00
1.38
1.38
1.38
adjusted
load
storm duration =
type = pipe
flow
acre-ft
1. 09
1. 09
.00
. 00
.4665
.4665
.4665
12. hrs, precip
variable = tkn
load
lbs
5.99
5.99
.54 inches
cone
ppm
2.0317
2.0317
09 total inflow
10 surface outflow
12 total outflow
1. 09
1. 09
1. 09
load removal efficiency = .00
continuity errors: volume = .00
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
type
pipe
flow
acre-ft
1.09
1. 09
5. 99
5. 99
5.99
, adjusted
load
number of storms = 1
interval = 476. hrs, storm duration =
. 00
. 00
2.0317
2.0317
2.0317
12. hrs, precip
variable = cu
load
lbs
. 14
. 14
.54 inches
cone
ppm
, 0461
,0461
09 total inflow
10 surface outflow
12 total outflow
number of storms
interval = 476.
device = 1 pipe
1. 09
1. 09
1. 09
load removal efficiency = .00
continuity errors: volume = .00
hrs,
mass-balance term
01 watershed inflows
06 normal outlet
.14 .0461
.14 .0461
.14 .0461
adjusted = .00 %
load = .00 %
storm duration =
type = pipe
flow
acre-ft
1. 09
1. 09
12. hrs, precip =
variable = pb
load cone
lbs ppm
.09 .0305
.09 .0305
.54 inches
09 total inflow
10 surface outflow
12 total outflow
1. 09
1. 09
1. 09
load removal efficiency = .00
continuity errors: volume = .00
. 09
.09
. 09
adjusted = .00
load = .00
0305
0305
0305-
number of storms = 1
interval = 47 6. hrs, storm duration =
device = 1 pipe , type = pipe ,
12. hrs, precip =
variable = zn
.54 inches
-------
mass-balance term
01 watershed inflows
06 normal outlet
flow
acre-ft
1. 09
1. 09
load
lbs
. 64
. 64
cone
ppm
.2167
.2167
09 total inflow
10 surface outflow
12 total outflow
load removal efficiency =
continuity errors: volume =
1.09
l. 09
1. 09
. 00
.00
number of storms = 1
interval = 476. hrs, storm duration =
device = 1 pipe , type = pipe ,
flow
acre-ft
1.09
1. 09
mass-balance term
01 watershed inflows
06 normal outlet
64
64
64
, adjusted
t>, load
.00 %
.00 %
.2167
.2167
.2167
12. hrs, precip =
variable = he
load cone
lbs ppm
11.25 3.8135
11.25 3.8135
.54 inches
09 total inflow
10 surface outflow
12 total outflow
load removal efficiency
continuity errors: volume
1.09 11.25
1.09 11.25
1.09 11.25
00 %, adjusted =
00 %, load =
00
00
3.8135
3.8135
3.8135
-------
case title = Street Sweeping case
case data file = sweep.cas
storm data file = czmswst.stm
particle file = nurp50.par
air temp file = prov6988.tmp
precipitation volume factor = 1.000
storm duration factor = 1.000
number of passes through storm file = 5
storm dates start = 0, keep = 0, stop =
case notes:
Street sweeping case
one watershed
one device
one particle class=NURP 50%
watershed = 1 watersh
surface runoff device = 1 pipe
percolation device = 0
watershed area acres = 100.000
impervious fraction = .250
impervious depression storage inches - .020
scs curve number (pervious portion) = 60.000
sweeping frequency times/week = .500
water quality load factor - = 1.000
device = 1 pipe
type
= 5
pipe
time of concentration = .000 hours
normal outlet routed to device 0 OUT
number of storms = 1
interval = 47 6. hrs, storm duration =
device = 1 pipe
mass-balance term
01 watershed inflows
06 normal outlet
type
pipe
flow
acre-ft
1. 09
1. 09
12. hrs, precip
.54 inches
variable = tss
load
lbs
460.22
460.22
cone
ppm
155.9995
155.9995
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1. 09
1. 09
1. 09
. 00
460.22
460.22
460.22
. 00
155.9995
155.9995
155.9995
load removal efficiency
continuity errors: volume
00 %, adjusted = .00
00 %, load = .00
number of storms = 1
interval = 476. hrs, storm duration = 12. hrs, precip = .54 inches.
-------
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
type =
pipe
flow
acre-ft
1.09
1. 09
variable = tp
load
lbs
1.36
1.36
cone
ppm
.4625
.4625
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.09
1. 09
1. 09
. 00
1.36
1.36
1.36
. 00
.4625
.4625
.4625
load removal efficiency = .00 I, adjusted
continuity errors: volume = . 00 %, load
number of storms = 1
interval = 476. hrs, storm duration =
device = 1 pipe , type = pipe ,
flow
acre-ft
1. 09
1. 09
. 00
.00
mass-balance term
01 watershed inflows
06 normal outlet
12. hrs, precip = .54 inches
variable = tkn
load cone
lbs ppm
5.95 2.0161
5.95 2.0161
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1. 09
1. 09
1. 09
. 00
5.95
5.95
5.95
. 00
2.0161
2.0161
2.0161
load removal efficiency = .00
continuity errors: volume = .00
number of storms =
interval = 47 6. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe
f low
acre-ft
1. 09
1. 09
adjusted = .00
load = .00
12. hrs, precip
variable = cu
load
lbs
. 13
. 13
.54 inches
cone
ppm
.0457
, 0457
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
number of storms =
interval = 476. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
1.09
1. 09
1. 09
. 00
load removal efficiency = .00
continuity errors: volume = .00
.13 .0457
.13 .0457
.13 .0457
. 00
adjusted = .00 %
load = .00 %
storm duration =
type - pipe
flow
acre-ft
l. 09
1. 09
12. hrs, precip =
variable = pb
load cone
lbs ppm
.09 .0301
.09 .0301-
.54 inches
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1. 09
1. 09
1. 09
. 00
. 09
. 09
. 09
. 00
0301
0301
0301
load removal efficiency = .00 %, adjusted = .00 %
-------
continuity errors: volume = .00 %, load
.00 %
number of storms =
interval = 47 6. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe
flow
acre-ft
1.09
1.09
12. hrs,
variable =
load
lbs
.63
.63
precip
zn
.54 inches
cone
ppm
,2151
,2151
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.09
1.09
1.09
.00
.63
.-3
. 63
.00
.2151
.2151
.2151
load removal efficiency = .00 %, adjusted
continuity errors: volume = .00 %, load
00
,00
number of storms =
interval = 476. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe
flow
acre-ft
1.09
1.09
12. hrs, precip =
variable = he
load cone
lbs ppm
11.09 3.7600
11.09 3.7600
.54 inches
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
load removal efficiency
continuity errors: volume
1. 09
1. 09
1. 09
. 00
00
00
11. 09
11. 09
11. 09
. 00
adjusted = .00
load = .00
3.7600
3.7600
3.7600
-------
case title =
case data file =
storm data file =
particle file =
air temp file =
Street Sweeping case
sweep.cas
czmnest.stm
nurp50.par
prov6988.tmp
precipitation volume factor = 1.000
storm duration factor = 1.000
number of passes through storm file = 5
storm dates start = 0, keep = 0, stop = 0
case notes:
Street sweeping case
one watershed
one device
one particle class=NURP 50%
Northeast rainfall
watershed = 1 watersh
surface runoff device = l pipe
percolation device = 0
100.000
.250
. 020
60.000
. 000
1. 000
watershed area acres =
impervious fraction =
impervious depression storage inches =
scs curve number (pervious portion) =
sweeping frequency times/week =
water quality load factor - =
device = 1 pipe , type = 5 pipe
time of concentration = .000 hours
normal outlet routed to device 0 OUT
number of storms = 1
interval = 144. hrs, storm duration = 12. hrs, precip = .59 inches
device = 1 pipe , type = pipe , variable = tss
flow
load
cone
mass-balance term
acre-ft
lbs
ppm
01 watershed inflows
1.19
563.54
174.5998
06 normal outlet
1.19
563.54
174.5998
09 total inflow
1.19
563.54
174.5998
10 surface outflow
1.19
563.54
174.5998
12 total outflow
1.19
563.54
174 . 5998"
load removal efficiency =
.00 %,
adjusted =
. 00
%
continuity errors: volume =
.00 %,
load =
.00
% '
number of storms = 1
interval = 144. hrs, storm duration = 12. hrs, precip = .59 inches
device = 1 pipe , type = pipe , variable = tp
-------
mass-balance term
01 watershed inflows
06 normal outlet
flow
acre-ft
1.19
1. 19
load
lbs
1. 62
1. 62
cone
ppm
.5023
.5023
09 total inflow
10 surface outflow
12 total outflow
load removal efficiency
continuity errors: volume =
1.19
1.19
1.19
. 00
. 00
number of storms =
interval = 144. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
09 total inflow
10 surface outflow
12 total outflow
load removal efficiency =
continuity errors: volume =
1.19
1.19
1.19
00
00
number of storms =
interval = 144. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
1. 62
1.62
1.62
adjusted
load
. 00
. 00
storm duration =
type = pipe
flow
acre-ft
1.19
1.19
storm duration =
type = pipe
flow
acre-ft
1.19
1.19
. 5023
.5023
. 5023
12. hrs, precip
variable = tkn
load
lbs
7.01
7.01
7 .01
7 .01
7.01
adjusted = .00 %
load = .00 %
12. hrs, precip
variable = cu
load
lbs
. 16
. 16
.59 inches
cone
ppm
2.1714
2.1714
2.1714
2.1714
2.1714
59 inches
cone
ppm
, 0492
, 0492
09 total inflow
10 surface outflow
12 total outflow
load removal efficiency =
continuity errors: volume =
number of storms =
interval = 144. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
1.19
1.19
1.19
. 00
. 00
. 16
. 16
. 16
adjusted
load
. 00
. 00
storm duration =
type = pipe ,
flow
acre-ft
1.19
1.19
12. hrs, precip
variable - pb
load
lbs
. 11
. 11
0492
0492
0492
.59 inches
cone
ppm
. 0334
, 0334
09 total inflow
10 surface outflow
12 total outflow
load removal efficiency
continuity errors: volume
1.19
1.19
1. 19
00
00
. 11
. 11
. 11
adjusted = .00
load = .00
0334
0334
0334
number of storms = 1
interval = 144. hrs, storm duration =
device = 1 pipe , type = pipe ,
12. hrs, precip =
variable = zn
.59 inches
-------
mass-balance term
01 watershed inflows
06 normal outlet
09 total inflow
10 surface outflow
12 total outflow
load removal efficiency
continuity errors: volume
flow
acre-ft
1.19
1.19
1.19
1.19
1.19
load
lbs
.75
.75
.75
.75
.75
cone
ppm
.2316
.2316
.2316
.2316
.2316
.00 %, adjusted
.00 %, load
00 %
00 %
number of storms =
interval = 144. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
09 total inflow
10 surface outflow
12 total outflow
storm duration =
type = pipe
flow
acre-ft
1.19
1. 19
1. 19
1. 19
1. 19
12. hrs, precip =
variable = he
load cone
lbs ppm
13.49 4.1785
13.49 4.1785
.59 inches
13 . 49
13.49
13.49
4.1785
4.1785
4 . 1785
load removal efficiency
continuity errors: volume
00 %, adjusted = .00
,00 %, load = .00
-------
case title = Street Sweeping case
case data file = sweep.cas
storm data file = czmnest.stm
particle file = nurp50.par
air temp file = prov6988.tmp
precipitation volume factor = 1.000
storm duration factor = 1.000
number of passes through storm file = 5
storm dates start = 0, keep = 0, stop = 0
case notes:
Street sweeping case
one watershed
one device
one particle class=NURP 50%
Northeast rainfall
watershed = 1 watersh
surface runoff device = 1 pipe
percolation device = 0
100.000
.250
. 020
60.000
1. 000
1. 000
watershed area acres =
impervious fraction =
impervious depression storage inches =
scs curve number (pervious portion) =
sweeping freguency times/week =
water guality load factor - =
device =
pipe
type = 5 pipe
time of concentration = .000 hours
normal outlet routed to device 0 OUT
number of storms =
interval = 144. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe
flow
acre-ft
1.19
1.19
12. hrs,
variable =
load
lbs
541.42
541.42
precip
tss
.59 inches
cone
ppm
167.7446
167.7446
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1. 19
1.19
1.19
. 00
541.42
541.42
541.42
. 00
167.7446
167.7446
167.7446
load removal efficiency
continuity errors: volume
00 %, adjusted = .00
00 %, load = .00
number of storms = 1
interval = 144. hrs, storm duration =
12. hrs, precip =
.59 inches
-------
device = 1 pipe
mass-balance term
01 watershed inflows
06 normal outlet
type =
pipe
flow
acre-ft
1.19
1.19
variable = tp
load
lbs
1. 58
1. 58
cone
ppm
.4909
.4909
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.19
1.19
1.19
. 00
1. 58
1. 58
1. 58
. 00
.4909
.4909
.4909
load removal efficiency = .00
continuity errors: volume = .00
adjusted =
load =
.00 %
.00 %
number of storms =
interval = 144. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe
flow
acre-ft
1.19
1.19
12. hrs, precip
variable = tkn
load
lbs
6.86
6.86
59 inches
cone
ppm
, 1268
, 1268
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.19
1.19
1.19
. 00
6 . 86
6.86
6 . 86
. 00
2.1268
2.1268
2.1268
load removal efficiency = .00
continuity errors: volume = .00
adjusted = .00
load = .00
number of storms =
interval = 144. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe
flow
acre-ft
1.19
1.19
12. hrs, precip
variable = cu
load
lbs
. 16
. 16
.59 inches
cone
ppm
,0482
, 0482
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.19
1.19
1.19
. 00
. 16
. 16
. 16
. 00
0482
0482
0482
load removal efficiency = .00
continuity errors: volume = .00
adjusted = .00
load = .00
number of storms =
interval = 144. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe
flow
acre-ft
1.19
1.19
12. hrs, precip
variable = pb
load
lbs
. 10
. 10
.59 inches
cone
ppm
, 0322
. 03 22'
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.19
1.19
1.19
. 00
. 10
. 10
. 10
. 00
0322
0322
0322
load removal efficiency = .00 %, adjusted = .00 %
-------
continuity errors: volume = .00 %, load = .00 %
number of storms = 1
interval = 144. hrs, storm duration =
device = 1 pipe , type = pipe ,
mass-balance term
01 watershed inflows
'06 normal outlet
flow
acre-ft
1.19
1.19
12. hrs, precip
variable = zn
load
lbs
.73
.73
.59 inches
cone
ppm
,2269
,2269
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.19
1.19
1.19
.00
73
73
73
, 00
.2269
.2269
.2269
load removal efficiency = .00
continuity errors: volume = .00
adjusted = .00
load = .00
number of storms = 1
interval = 144. hrs, storm duration =
device = 1 pipe , type = pipe ,
flow
mass-balance term acre-ft
01 watershed inflows 1.19
06 normal outlet 1.19
12. hrs,
variable =
load
lbs
12 .99
12 . 99
precip
he
.59 inches
cone
ppm
4.0243
4.0243
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.19
1.19
1.19
. 00
12 .99
12.99
12.99
. 00
4.0243
4.0243
4.0243
load removal efficiency
continuity errors: volume
00 %, adjusted = .00
00 %, load - .00
-------
case title = Street Sweeping case
case data file = sweep.cas
storm data file = czmnest.stm
particle file = nurp50.par
air temp file = prov6988.tmp
precipitation volume factor = 1.000
storm duration factor = 1.000
number of passes through storm file = 5
storm dates start = 0, keep = 0, stop =
case notes:
Street sweeping case
one watershed
one device
one particle class=NURP 50%
Northeast rainfall
watershed = 1 watersh
surface runoff device = 1 pipe
percolation device = 0
100.000
.250
. 020
60.000
.250
1. 000
watershed area acres =
impervious fraction =
impervious depression storage inches =
scs curve number (pervious portion) =
sweeping frequency times/w^eek =
water quality load factor - =
device = 1 pipe
type = 5 pipe
time of concentration = .000 hours
normal outlet routed to device 0 OUT
number of storms = 1
interval = 144. hrs, storm duration =
device = 1 pipe , type = pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
flow
acre-ft
1.19
1.19
12. hrs, precip =
variable = tss
load cone
lbs ppm
557.84 172.8340
557.84 172.8340
.59 inches
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1. 19
1. 19
1. 19
. 00
557.84
557.84
557.84
. 00
172.8340
172.8340
172 .8340
load removal efficiency
continuity errors: volume
00 %, adjusted = .00 %
00 %, load = .00 %
number of storms = 1
interval = 144. hrs, storm duration =
12. hrs, precip =
.59 inches
-------
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
type
pipe
flow
acre-ft
1.19
1.19
variable = tp
load
lbs
1.61
1.61
cone
ppm
.4994
. 4994
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.19
1. 19
1. 19
. 00
1.61
1.61
1.61
. 00
.4994
.4994
.4994
load removal efficiency = .00 %, adjusted
continuity errors: volume = .00 %, load
. 00
.00
number of storms =
interval = 144. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe
flow
acre-ft
1.19
1.19
12. hrs, precip =
variable = tkn
load cone
lbs ppm
6.97 2.1600
6.97 2.1600
.59 inches
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.19
1.19
1.19
. 00
6.97
6.97
6 . 97
. 00
2.1600
2.1600
2.1600
load removal efficiency = .00
continuity errors: volume = .00
adjusted = .00
load = .00
number of storms = 1
interval = 144. hrs, storm duration =
device = 1 pipe , type = pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
flow
acre-ft
1.19
1.19
12. hrs, precip
variable = cu
load
lbs
. 16
. 16
.59 inches
cone
ppm
, 0490
. 0490
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.19
1.19
1.19
. 00
16
16
16
00
. 0490
. 0490
.0490
load removal efficiency = .00
continuity errors: volume = .00
adjusted = .00
load = .00
number of storms =
interval = 144. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe ,
flow
acre-ft
1.19
1.19
12. hrs, precip
variable = pb
load
lbs
. 11
. 11
.59 inches
cone
ppm
. 0331
,0331
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.19
1.19
1.19
. 00
. 11
. 11
. 11
.00
0331
0331
0331
load removal efficiency
.00 %, adjusted = .00 %
-------
continuity errors: volume = .00 %, load = .00 %
number of storms =
interval = 144. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe ,
flow
acre-ft
1.19
1.19
12. hrs, precip
variable = zn
load
lbs
.74
. 74
.59 inches
cone
PPm
, 2304
,2304
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.19
1.19
1.19
. 00
.74
.74
.74
. 00
2304
2304
2304
load removal efficiency = .00
continuity errors: volume = .00
adjusted = .00
load = .00
number of storms =
interval = 144. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe
flow
acre-ft
1.19
1.19
12. hrs, precip =
variable = he
load cone
lbs ppm
13.36 4.1388
13.36 4.1388
.59 inches
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1. 19
1. 19
1. 19
. 00
13 .36
13.36
13. 36
. 00
4.1388
4.1388
4.1388
load removal efficiency
continuity errors: volume
00 %, adjusted = .00
00 %, load = .00
-------
case title = Street Sweeping case
case data file = sweep.cas
storm data file = czmnest.stm
particle file = nurp50.par
air temp file = prov6988.tmp
1. 000
1. 000
5
keep - 0, stop - 0
case notes:
Street sweeping case
one watershed
one device
one particle class=NURP 50%
Northeast rainfall
precipitation volume factor =
storm duration factor =
number of passes through storm file =
storm dates start = 0,
watershed = 1 watersh
surface runoff device = 1 pipe
percolation device = 0
100.000
.250
. 020
60.000
. 500
1.000
watershed area acres =
impervious fraction =
impervious depression storage inches =
scs curve number (pervious portion)
sweeping frequency times/week =
water quality load factor - =
device
pipe
type
= 5
pipe
time of concentration = .000 hours
normal outlet routed to device 0 OUT
number of storms :
interval = 144.
device = 1 pipe
hrs,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe ,
flow
acre-ft
1.19
1.19
12. hrs, precip =
variable = tss
load
lbs
552.26
552.26
.59 inches
cone
PPm
171.1035
171.1035
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1. 19
1.19
1.19
. 00
552.26
552.26
552.26
. 00
171.1035
171.1035
171.1035-
load removal efficiency
continuity errors: volume
00 %, adjusted = .00
00 %, load = .00
number of storms = 1
interval = 144. hrs, storm duration =
12. hrs, precip =
.59 inches
-------
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
type =
pipe
flow
acre-ft
1.19
1.19
variable = tp
load
lbs
1. 60
1.60
cone
ppm
.4965
. 4965
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
load removal efficiency =
continuity errors: volume =
1.19
1.19
1.19
. 00
00 %,
00 %,
1.60
1.60
1. 60
. 00
adjusted = .00
load = .00
.4965
.4965
. 4965
number of storms = 1
interval = 144. hrs, storm duration =
device = 1 pipe , type = pipe ,
flow
mass-balance term acre-ft
01 watershed inflows 1.19
06 normal outlet 1.19
12. hrs, precip =
variable = tkn
load cone
lbs ppm
6.94 2.1488
6.94 2.1488
.59 inches
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
load removal efficiency =
continuity errors: volume =
1.19
1. 19
1. 19
.00
00
00
6.94 2.1488
6.94 2.1488
6.94 2.1488
. 00
adjusted = .00 %
load - .00 %
number of storms =
interval = 144. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe ,
flow
acre-ft
1.19
1.19
12. hrs, precip =
variable = cu
load cone
lbs ppm
.16 .0487
.16 .0487
.59 inches
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.19
1. 19
1. 19
. 00
. 16
. 16
. 16
. 00
0487
0487
0487
load removal efficiency = .00
continuity errors: volume = .00
adjusted = .00
load = .00
number of storms =
interval = 144. hrs,
device = 1 pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
storm duration =
type = pipe
flow
acre-ft
1.19
1. 19
12. hrs, precip
variable = pb
load
lbs
. 11
. 11
.59 inches
cone
ppm
0328
, 0328¦
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.19
1.19
1.19
. 00
. 11
. 11
. 11
. 00
0328
0328
0328
load removal efficiency = .00 %, adjusted = .00 %
-------
continuity errors: volume = .00 %, load = .00 %
number of storms = 1
interval = 144. hrs, storm duration =
device = 1 pipe , type = pipe ,
mass-balance term
01 watershed inflows
06 normal outlet
flow,
acre-ft
1.19
1. 19
12. hrs, precip
variable = zn
load
lbs
. 74
.74
.59 inches
cone
ppm
, 2292
.2292
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.19
1.19
1.19
.00
. 74
. 74
. 74
. 00
2292
2292
2292
load removal efficiency = .00
continuity errors: volume = .00
adjusted = .00
load = .00
number of storms = 1
interval = 144. hrs, storm duration =
device = 1 pipe , type = pipe ,
flow
acre-ft
1.19
1.19
mass-balance term
01 watershed inflows
06 normal outlet
12. hrs, precip = .59 inches
variable = he
load cone
lbs ppm
13.23 4.0998
13.23 4.0998
09 total inflow
10 surface outflow
12 total outflow
15 mass balance check
1.19
1. 19
1.19
. 00
13.23
13 . 23
13.23
. 00
4.0998
4.0998
4.0998
load removal efficiency = .00
continuity errors: volume = .00
%, adjusted = .00
%, load = .00
------- |