20052062 Ver 2_Stormwater Info_20060323

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STORMWATER MANAGEMENT REPORT
WRS Retail Shopping Center
Sanford, NC
March 13, 2006
Prepared by:
Freeland and Kauffman, Inc.
Engineers - Landscape Architects
209 West Stone Ave.
Greenville, SC 29609
864-233-5497
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Ely. p
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STORMWATER MANAGEMENT REPORT
WRS Retail Shopping Center
Sanford, NC
March 13, 2006
Prepared by:
Freeland and Kauffman, Inc.
Engineers - Landscape Architects
209 West Stone Ave.
Greenville, SC 29609
864-233-5497
Q?
C??" 006
s??? ??N CAR' pl P??
o?,40FESS/py:l??•,,,
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Ely. p
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STORMWATER MANAGEMENT REPORT
WRS Retail Shopping Center
Sanford, NC
March 13, 2006
Prepared by:
Freeland and Kauffman, Inc.
Engineers - Landscape Architects
209 West Stone Ave.
Greenville, SC 29609
864-233-5497
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C??" 006
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TABLE OF CONTENTS
1. Narrative ................................................................................................................................1
II. Pre-Developed Conditions ....................................................................................................2
Curve Number ..............................................................................................................2
Time of Concentration .................................................................................................2
Rainfall Amounts ..........................................................................................................2
Runoff Calculations ......................................................................................................3
III. Post-Developed Conditions ................................................................................................4
Curve Number ..............................................................................................................4
Time of Concentration . ................................................................................................4
Rainfall Amounts .......... ................................................................................................4
Runoff Calculations ...... ................................................................................................5
IV. Water Quality/Stormwater Detention .................................................................................6
Water Quality ...............................................................................................................6
Outlet Structure and Pond Release ..............................................................................6
III. Sediment and Erosion Control ............................................................................................8
APPENDICES
Appendix A ....................................Maps, Tables and Figures
USGS Site Location Quad Map
Rainfall Tables
Appendix B ....................................Pre-Development Stormwater Calculations and Figures
Pre-Development Drainage Area Map
Curve Number Charts
Time of Concentration Calculations
Hydrographs and Runoff Calculations
Appendix C ....................................Post-Development Stormwater Calculations and Figures
Post-Development Drainage Area Map
Curve Number Charts
Time of Concentration Calculations
Hydrographs and Runoff Calculations
Appendix D ....................................Stormwater Management Calculations and Figures
Pond Summary/Stage Storage Chart
Routing Hydrographs and Calculations
Water Quality Calculations
Appendix E ....................................Stormdrain Calculations
Appendix F ....................................Erosion and Sediment Control Calculations and Figures
Sediment Trap Calculations
Sediment Basin Calculations
Riprap Apron Calculations

I. NARRATIVE
The following is the stormwater management report for the proposed WRS Retail Development, located along NC
Highway 87 (Homer Boulevard), at it's intersection with Wilson Road, in Sanford, NC. The site fronts both NC
Highway 87 and Wilson Road, with the majority of the frontage being along NC Highway 87. Currently, the site
consists mainly of farmland with a portion of the site being wooded. There are several existing drainage swales
running through the site along with two wetland areas. The current topography of the site slopes from Horner
Boulevard and Wilson Road to the rear of the site (west). The majority of the site drains to one of the two wetland
areas, which outlet to the western portion of the site. The northern most wetland area continues off-site, and
disturbance of this area will be limited to less than 0.5 acres. The southern most wetland area was determined to
be isolated and will be abandoned completely. The remaining portion of the site drains to a drainage swale which
outlets from the site, downstream of the off-site wetland area. There are several stormdrain pipes located along
Horner Boulevard which drain to the site. The runoff from these pipes will be re-routed through a stormdrain by-
pass system that will run through the site and outlet off-site, as in pre-developed conditions. The current plan is to
construct a Wal-Mart Supercenter along with a Retail Shops Building and several outlot areas. There will be a
regional Stormwater Management Pond which will be designed to handle the runoff from the entire development.
This pond will be designed for Water Quality and Quantity purposes. The total developed area that will pass through
the Pond will be approximately 50 acres.
Construction will include the Wal-Mart and Retail Shops Building plus accompanying parking and landscaped areas
along with the Stormwater Management Pond. Several outlot areas will also be graded as part of this project. The
site contains approximately 50 acres, all of which will be disturbed during construction activities. The stormwater
will sheet flow across the paved and landscaped areas to proposed inlets, which will lead to the aforementioned
Pond. The Stormwater Management Pond will be designed to detain the first inch of runoff over a 48 hour period,
• detain the 2 and 5 year storm events while passing the 10, 25, 50 and 100-yr storm events. It should be noted that
Stormwater Detention is provided for the 2 and 5 year storm events is provided, although not required by the City
of Sanford.
r
The Stormwater Management Pond will serve as a Sediment Basin during construction activities. There will be
several sediment traps installed during construction activities as well. Silt fence, inlet protection, construction
entrances, stone filters, and diversion ditches will also serve as erosion and sediment control devices. After the site
has been stabilized, the silt fence, inlet protection and construction entrances will be removed, the Sediment Basin
will be cleaned and converted to the Stormwater Management Pond, and the site will be graded to its final
configuration.
The storm water runoff calculations in this report are based on the SCS Method as prescribed by NCDENR. Also,
please note that because the on-site Stormdrain System is flat and basically acts as an extension to the pond, there
are no design calculations for the on-site system included in this report. See Appendix E for stormdrain calculation
for the bypass systems.
Site Soil Information
The site soils were obtained from the Lee County Soil Survey (obtained from local NRCS office) and are as follows:
Soil Types: Dothan (DoA) - Loamy Sand, 0-2% slopes, Hydraulic Soils Group B
Dothan (DoB) - Loamy Sand, 2-8% slopes, Hydraulic Soils Group B
Wehadkee (Wn) - Fine Sandy Loam, found in Wetland Areas, Hydraulic Soils Group D
Gilead (GhB) Loamy Sand, 2-8% slopes, Hydraulic Soils Group C
*To be conservative, Hydraulic Soils Group B will be used for design purposes.
2
II. PRE-DEVELOPED CONDITIONS
The runoff for both the pre and post-developed conditions will be calculated using the SCS Method. This method
considers land use, time of travel for runoff, rainfall precipitation for a 24-hour rainfall event for this particular area,
and the size of the area.
The rainfall will vary based on the design storm and the time of concentration. The time of concentration is the
travel time, in minutes, of the runoff from the most remote point of the drainage basin to the outlet point. The area
is also analyzed to determine its current land use and a Runoff Curve Number is then generated for each drainage
basin. These values are then used to calculate the runoff for each drainage basin and the site as a whole.
In pre-development conditions, the entire site drains to the west and south, leaving the site via direct runoff. Below
are the pre-developed drainage areas for this project:
Pre-Developed Drainage Area 1 - Area draining to existing on-site wetland area (which extends off-site)
Pre-Developed Drainage Area 2 - Area draining to isolated wetland area and offsite (to southwest direction)
Pre-Developed Drainage Area 3 - Area draining toward southern property boundary and off-site
(See Appendix B for all Pre-Developed Calculations and Figures)
Curve Number and Basin Characteristics
The runoff curve number is based on land use (type) and the hydrologic soil group for each drainage basin. Other
basin characteristics evaluated in this study include the overall basin area and average slope. The site will be divided
into 2 drainage basins, whose combined area is approximately 50 acres. Based on this information, and using the
TR-55 Manual, the curve number and basin characteristics for the pre-developed areas are as follows:
Drainage Basin Area Land Type;
(acres)
CNw
Pre-Dev Area 1 20.61 Brush, Woods, Wetlands, Farmland 66
Pre-Dev Area 2 26.2 Brush, Woods, Wetlands, Farmland 66
Pre-Dev Area 3 2.55 Brush, Woods, Farmland 67
Total' CN,. 66
Time of Concentration
The time of concentration, Tc for the drainage areas will be calculated using overland flow, shallow concentrated
flow and channel flow. The Tc is a function of distance and difference in elevation for overland sheet flow and
distance and velocity for shallow concentrated and channel flow. The Tc values, as calculated from Worksheet 3 of
the TR-55 Manual (See Appendix A), are as shown below:
Area Tc(min) -
Pre-Dev Area 1 13.97
Pre-Dev Area 2 15.54
Pre-Dev Area 3 11.76
3
Rainfall
The rainfall precipitation amounts for a 24 hour rainfall as received from the North Carolina Erosion and Sediment
Control Planning and Design Manual:
Rainfall Amounts
2 year 3.70 in
5 year 4.75 in
10 year 5.50 in
25 year 6.45 in
50 year 7.20 im
100 year 8.0 in
Runoff Calculations
Per the SCS Method, the runoff will be calculated for the existing condition for the 2, 5, 10, 25,50 and 100-yr
storm events. These storm events will be used to determine allowable release rates from the pond. The results are
as follows:
Runoff Amounts
2 year 5 year 10 year 25 year 50 year 100 year
Pre-Dev Area 1 23.08 cfs 41.93 cfs 56.74 cfs 76.80 cfs 93.36 cfs 111.50 cfs
Pre-Dev Area 2 27.71 cfs 50.62 cfs 68.64cfs 93.0 cfs 113.16 cfs 135.25 cfs
Pre-Dev Areas 1
and 2 Combined 50.57 cfs 92.27 cfs 125.26 cfs 169.61 cfs 206.09 cfs 246.06 cfs
Pre-Dev Area 3 3.25 cfs 5.75 cfs 7.70 cfs 10.34 cfs 12.50 cfs 14.87 cfs
4
III. POST-DEVELOPMENT CONDITIONS
Next, the developed condition will be evaluated. The runoff rates will then be compared to the pre-developed runoff
rates to determine the volume of detention storage required.
In post-development conditions, the site will divided into the following 3 basins:
Post-Developed Drainage Area 1 - Area draining to Stormwater Management Pond
Post Developed Drainage Area 2 - Area bypassing pond, draining directly to on-site wetland area
Post Developed Drainage Area 3 - Area bypassing pond, draining off-site to the west and south
Post Developed Drainage Area 4 - Area bypassing pond, draining to the south
Off-Site Drainage Area - Off-Site Area draining to detention pond
It should be noted that the off-site drainage area will be added to Post-Developed Area 1 in the pond calculations, as
both are routed to the pond via the same stormdrain system. From this point forward, when Post-Developed Area 1
is referenced it should be assumed that the off-site drainage area (in a fully developed condition) is included in the
calculations.
Curve Number and Basin Characteristics
Based on site analysis, and using the TR-55 Manual, the Curve Number (CN) and basin characteristics for the post-
developed areas are as follows:
Drainage Basin - Area Land Typc
(acres)
CN.
Post-Dev Area 1 (to pond) 50.0 Urban - Developed 95
Post-Dev Area 2 (bypass 1) 6.50 Brush, Woods, Wetlands, Farmland 66
Post-Dev Area 3 (bypass 2) 1.89 Grass 69
Post-Dev Area 4 (bypass 3) 0.1 Grass 69
Total CNY. 95`
Time of Concentration
The post-developed runoff will sheet flow across the paved and landscaped areas to the proposed inlets, which
outlet to the pond. To be conservative, a minimum Tc value of 5 minutes will be used for each drainage basin.
Area TC
_
Post-Dev Area 1 (to pond) 5 min
Post-Dev Area 2 (bypass 1) 10.38 min
Post-Dev Area 3 (bypass 2) 5 min
Post-Dev Area 4 (bypass 3) 5 min
Rainfall
The rainfall amounts as taken from the TR 55 Manual and West Virginia Erosion and Sediment Control Handbook
are the same as in pre-developed conditions and are as follows: (See Appendix B):
5
Rainfall Amounts
2 year 3.70 in
5 year 4.75 in
10 year 5.50 in
25 year 6.45 in
50 year 7.20 in
100 year 8.0 in
Runoff Calculations
Per the SCS Method, the runoff will be calculated for the proposed condition for the 2, 5, 10, 25, 50 and 100-yr
storm events. These storm events will be used to determine allowable release rates from the pond. The results are
as follows:
Runoff Amounts
2 year 5 year 10 year 25 year 50 year 100 year
Post-Dev Area 1 261.42 cfs 341.55 cfs 398.44 cfs 470.20 cfs 526.69 cfs 586.81 cfs
(to pond)
Post-Dev Area 2 8.95 cfs 16.03 cfs 21.56 cfs 28.97 cfs 35.06 cfs 41.79 cfs
(bypass 1)
Post-Dev Area 3 3.72 cfs 6.25 cfs 8.20 cfs 10.78 cfs 12.86 cfs 15.13 cfs
(bypass 2)
Post-Dev Area 4 0.20 cfs 0.33 cfs 0.43 cfs 0.57 cfs 0.68 cfs 0.80 cfs
(bypass 3)
6
IV. WATER QUALITY/STORMWATER DETENTION
Water Quality
Drainage Area to Pond = +/-50 acres
Percent Impervious = +/-90%
Depth = +1-4.0'
PERMANENT POOL ELEVATION
SA/DA (Surface Area/Drainage Area) Calculation
SA/DA = 3.1 (from 85% TSS Removal Chart, as obtained from NCDENR Stormwater BMP Manual)
SA = (3.1 /100) x 50 acres = +/-1.55 acres = +/-67,518 square feet
The bottom of the Stormwater Management Pond was set at elevation 396.0. The depth of the Permanent Pool
was set at 4.0 feet, corresponding to a top elevation of 400.0. The surface area available at elevation 400.0 is
approximately 79,507 square feet (which is greater than the required 67,518 square feet). Therefore, the
Permanent Pool Elevation will be set at elevation 400.0. (See attached Stage Storage Chart, Appendix X, for
Volume Calculations).
TEMPORARY POOL VOLUME AND ELEVATION
Runoff Coefficient (Rv) = 0.05 + 0.0091 where I = percent impervious (%) = 90
= 0.05 + 0.009(90)
= 0.86
Volume = Design Rainfall x Rv x Drainage Area
= 0 "x(1'/12")) x (0.86) x (50)
= +/-3.583 acre-ft
=+/-156,076 cubic feet *(this volume will be released over a min 48 hour period)
The Storage Volume from elevation 400.0 to elevation 401.9 is approximately 159,224 cubic feet, which is greater
than the required 156,076 cubic feet. Therefore, the top of the Temporary Pool will be set at elevation 401.9. The
Temporary Pool will release through a 5" orifice set at elevation 400.0 which will allow for a release time of
approximately 56 hours. (See Appendix D for Calculations)
Outlet Structure and Pond Release
The Stormwater Management Pond will outlet through a proposed outlet structure to a 36" RCP Outlet Pipe(as
shown on the Site Development Plans). The outlet structure will consist of a 6'x 6' concrete structure with a 5.75"
orifice at elevation 400.0 to control the water quality volume. A 4.0' weir will be cut into the structure at elevation
402.0 to help with the controlled release of the 2 and 5-yr storm events. The top of the outlet structure will be set
at elevation 403.9 and will act as a weir in releasing the 10, 25, 50 and 100 yr storm events. An emergency
spillway will be set at elevation 405.0 and will assist in releasing the 10, 25, 50 and 100 yr storm events. The
release rates from the pond are as follows (See Appendix D for Calculations):
7
Pre-dev (Allowable)
Storm Event
Release Rate
Pond Release R,te Max Storage

Elevation
2 year 37.9 cfs 27.8 cfs _
403.89
5 year 69.99 cfs 67.86 cfs 404.83
10 year NA 118.39 cfs 405.41
25 year NA 211.88 cfs 405.94
50 year NA 282.03 cfs 406.26
100 year NA 353.84 cfs 406.56
*Allowable release rates for the 2 and 5 yr storm events were calculated by taking the Pre-developed Drainage Area
1 and 2 combined rate and subtracting Post-developed drainage areas 2 and 3.
*It should be noted that the locations of the pond outfall and emergency spillway were placed as shown on the
design plans in order to maximum the amount of downstream wetland area the runoff will pass through.
8
VI. STORMWATER HYDROGRAPH SUMMARY
9
0
-- rograph Summary Report
Hyd. Hydrograph
No. type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
i
2
SCS Runoff
23.08
1
723
68,176
-
Pre-Dev Area 1
3 SCS Runoff 27.71 1 724 87,751 - Pre-Dev Area 2
4 Combine 50.57 1 724 155,927 2,3 Pre-Dev Areas 1-2 Combined
5 SCS Runoff 3.25 1 722 8,790 - Pre-Dev Area 3
8 SCS Runoff 261.42 1 717 586,904 - Post Dev Areal (to Pond)
9 SCS Runoff 8.95 1 720 21,502 - Post-Dev Area 2 (By-Pass Area 1)
10 SCS Runoff 3.72 1 718 7,612 - Post-Dev Area 3 (By-pass Area 2)
11 SCS Runoff 0.20 1 718 403 - Post-Dev Area 4 (By-pass Area 3)
14 Reservoir 27.80 1 738 487,554 8 403.89 343,464 Pond Routing
18 SCS Runoff 233.01 1 717 493,329 - Sediment Basin Drainage Area
19 SCS Runoff 23.30 1 717 49,333 - Sed Traps 1 and 2 Drainage Area
21 Reservoir 0.39 1 999 33,306 19 400.44 36,096 Sediment Basin Routing
Pond Design-rev.gpw Return Period: 2 Year Saturday, Apr 1 2006, 10:17 AM
Hydraflow Hydrographs by Intelisolve
---- -'rograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cult) (ft) (cult)
2 SCS Runoff 41.93 1 723 116,685 - Pre-Dev Area 1
3 ;SCS Runoff 50.62 1 724 150,188 - Pre-Dev Area 2
4 I Combine 92.27 1 723 266,873 2,3 Pre-Dev Areas 1-2 Combined
5 I SCS Runoff 5.75 1 722 14,862 - Pre-Dev Area 3
I 8 3CS Runoff 341.55 1 717 780,879 - Post Dev Areal (to Pond)
9 1 :SCS Runoff 16.03 1 720 36,800 - - Post-Dev Area 2 (By-Pass Area 1)
10 1 SCS Runoff 6.25 1 718 12,578 - Post-Dev Area 3 (By-pass Area 2)
11 ! SCS Runoff 0.33 1 718 665 - Post-Dev Area 4 (By-pass Area 3)
14 Reservoir 67.86 1 726 679,666 8 404.83 437,225 Pond Routing
18 SCS Runoff 315.24 1 717 680,483 - - Sediment Basin Drainage Area
19 !)CS Runoff 31.52 1 717 68,048 - Sed Traps 1 and 2 Drainage Area
21 Reservoir 0.53 1 980 48,311 19 400.61 50,028 Sediment Basin Routing
__ ------- ___-1____.__t____ ___------ __-__
Pond Design-rev.gpw Return Period: 5 Year Saturday, Apr 1 2006, 10:17 AM
Hydraflow Hydrographs by Intelisolve
2
rograph Summary Report
Hyd. Hydrograph
No. type
(origin) Peak
flow
(cis) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
2 SCS Runoff 56.74 1 723 155,350 - Pre-Dev Area 1
3 SCS Runoff 68.64 1 724 199,954 - - Pre-Dev Area 2
4 Combine 125.26 1 723 355,304 2,3 Pre-Dev Areas 1-2 Combined
5 SCS Runoff 7.70 1 721 19,675 - Pre-Dev Area 3
8 SCS Runoff 398.44 1 717 919,988 - Post Dev Areal (to Pond)
9 SCS Runoff 21.56 1 720 48,994 - Post-Dev Area 2 (By-Pass Area 1)
10 SCS Runoff 8.20 1 718 16,472 - Post-Dev Area 3 (By-pass Area 2)
11 SCS Runoff 0.43 1 718 872 - Post-Dev Area 4 (By-pass Area 3)
14 Reservoir 118.39 1 725 817,751 8 405.41 496,711 Pond Routing
18 SCS Runoff 373.64 1 717 816,052 - Sediment Basin Drainage Area
19 SCS Runoff 37.36 1 717 81,605 - Sed Traps 1 and 2 Drainage Area
21 Reservoir 0.60 1 994 58,514 19 400.74 60,580 Sediment Basin Routing
Pond Design-rev.gpw Return Period: 10 Year Saturday, Apr 1 2006, 10:17 AM
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
2 SCS Runoff 76.80 1 722 207,879 - - Pre-Dev Area 1
3 SCS Runoff 93.00 1 723 267,564 - Pre-Dev Area 2
4 Combine 169.61 1 723 475,443 2,3 Pre-Dev Areas 1-2 Combined
5 SCS Runoff 10.34 1 721 26,191 - Pre-Dev Area 3
8 SCS Runoff 470.20 1 717 1,096,591 - Post Dev Areal (to Pond)
9 SCS Runoff 28.97 1 720 65,561 - Post-Dev Area 2 (By-Pass Area 1)
10 SCS Runoff 10.78 1 718 21,708 - Post-Dev Area 3 (By-pass Area 2)
11 SCS Runoff 0.57 1 718 1,149 - Post-Dev Area 4 (By-pass Area 3)
14 Reservoir 211.88 1 723 993,292 8 405.94 552,780 Pond Routing
18 SCS Runoff 447.20 1 717 989,182 - Sediment Basin Drainage Area
19 SCS Runoff 44.72 1 717 98,918 - Sed Traps 1 and 2 Drainage Area
21 Reservoir 0.69 1 1012 70,672 19 400.91 74,253 Sediment Basin Routing
Pond Design-rev.gpw Return Period: 25 Year Saturday, Apr 12006, 10:17 AM
4
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
2 SCS Runoff 93.36 1 722 251,547 - Pre-Dev Area 1
3 SCS Runoff 113.16 1 723 323,771 - Pre-Dev Area 2
4 Combine 206.09 1 723 575,318 2,3 - Pre-Dev Areas 1-2 Combined
5 SCS Runoff 12.50 1 721 31,592 - - Pre-Dev Area 3
8 SCS Runoff 526.69 1 717 1,236,227 - Post Dev Areal (to Pond)
9 SCS Runoff 35.06 1 719 79,333 - Post-Dev Area 2 (By-Pass Area 1)
10 SCS Runoff 12.86 1 718 26,027 - - - Post-Dev Area 3 (By-pass Area 2)
11 SCS Runoff 0.68 1 718 1,377 - Post-Dev Area 4 (By-pass Area 3)
14 Reservoir 282.09 1 722 1,132,221 8 406.26 588,018 Pond Routing
18 SCS Runoff 504.98 1 717 1,126,642 - - Sediment Basin Drainage Area
19 SCS Runoff 50.50 1 717 112,664 - Sed Traps 1 and 2 Drainage Area
21 Reservoir 0.75 1 1024 79,566 19 401.04 85,152 Sediment Basin Routing
Pond Design-rev.gpw Return Period: 50 Year Saturday, Apr 1 2006, 10:17 AM
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
2 SCS Runoff 111.50 1 722 299,824 - Pre-Dev Area 1
3 SCS Runoff 135.25 1 723 385,909 - Pre-Dev Area 2
4 Combine 246.06 1 723 685,733 2,3 - - Pre-Dev Areas 1-2 Combined
5 SCS Runoff 14.87 1 721 37,552 - Pre-Dev Area 3
8 SCS Runoff 586.81 1 717 1,385,318 - Post Dev Areal (to Pond)
9 SCS Runoff 41.79 1 719 94,559 - - - Post-Dev Area 2 (By-Pass Area 1)
10 SCS Runoff 15.13 1 718 30,774 - Post-Dev Area 3 (By-pass Area 2)
11 SCS Runoff 0.80 1 718 1,628 - Post-Dev Area 4 (By-pass Area 3)
14 Reservoir 353.84 1 722 1,280,659 8 406.56 620,420 Pond Routing
18 SCS Runoff 566.37 1 717 1,273,809 - Sediment Basin Drainage Area
19 SCS Runoff 56.64 1 717 127,381 - Sed Traps 1 and 2 Drainage Area
21 Reservoir 0.81 1 1040 88,236 19 401.18 96,984 Sediment Basin Routing
Pond Design-rev.gpw Return Period: 100 Year Saturday, Apr 12006, 10:17 AM
Hydraflow Hydrographs by Intelisolve
VII. SEDIMENT AND EROSION CONTROL
Erosion and sediment runoff from the site will be controlled via a temporary sediment basin, temporary sediment
trap, silt fence, inlet and outlet protection, diversion ditches, stone filters and two stone construction entrances.
Temporary and permanent seeding will be utilized throughout construction in accordance with recommendations
found in the North Carolina Erosion and SedimentContro/in Georgia. The erosion control measures will be
installed in three phases and will be implemented per the North Carolina Erosion and SedimentContro/in Georgia
along with the NCDENR Stormwater Best Management Practices Manuai. Erosion and Sedimentation Control Plans
and Details, as well as pond sections, a generalized sequence of construction, and maintenance notes can be found
in the Site Development Plans, prepared by Freeland & Kauffman, Inc.
Phase I of the Erosion and Sediment Control plan will consist of the following. The stone construction entrances
will be installed to prevent any mud or sediment being tracked onto adjacent roadways. A roadway will then be
cleared for access to the proposed building pad area. Silt fence will be placed as shown on the plan. The contractor
will then remove soil from the existing soil stockpile.
Phase IA of the Erosion and Sediment Control plan will consist of the following. The Sediment Basin and Sediment
Trap will be installed and onsite grading activities will commence. The Wal-Mart Building Pad will be brought to
elevation, the site will be cleared and several stormdrain structures will be installed as shown on the design plans.
Phase II of the Erosion and Sediment Control plan will consist of the following. The site will be graded to it's final
configuration and all stormdrain, utilities, curbing, pavement, etc. will be installed. Once the site is stabilized, all
temporary sediment control measures will be removed, the sediment trap will be removed and the sediment basin
will be converted to the Water Quality Pond.
SEDIMENT BASIN AND TRAP DESIGN
The Sediment Basin and Sediment Trap will be designed as prescribed in the North Carolina Erosion and Sediment
Control Manual. Please see Appendix F for calculations. Per the North Carolina Erosion and Sediment Control
Planning and Design Manual, each basin was designed to handle the 25-year storm event.
10
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APPENDIX A
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reenville, South Carolina 29609 Job 1'J-r Job No.
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Lee County, North Carolina
This soil is well suited to most cultivated crops grown
in the area. Wetness and steepness of slope are the
main limitations. Conservation tillage, cover crops, crop.
residue management, and contour tillage reduce runoff
*and help, control erosion.
The dominant trees on this soil are loblolly pine,
shortleaf pine; water oak, white oak, red oak, sweetgum,
and red maple. The understory -includes. flowering
dogwood, greenbrier, redbud, sourwood, and winged
elm: Wetness and steepness of slope are the main -
limitations for woodland use.
This soil, is poorly suited to most urban and
Sirecreational uses. Very slow permeability, wetness,
• steepness of slope, and moderate shrink-swell potential
are the main limitations.
This Creedmoor soil is,in capability subclass life. The
• woodland ordination symbol is 3w...
DoA-Dothan loamy sand, 0 to 2 percent slopes.
This soil is well drained and is on broad,. smooth.
interstream divides on Coastal Plain uplands. The areas
of this soil are elongated or irregular in shape and range
from 5: to 500 acres:
Typically, the surface layer is brown loamy sand 9
inches thick. The subsurface layer to a depth of 15
inches is very pale brown loamy sand: The subsoil-to a
depth of 65 inches is yellowish brown.sandy clay loam.
Plinthite nodules are below a-depth of 30 inches.
Permeability.is moderate in the upper part of the
subsoil and moderately.slow in the lower part. A perched
seasonal high water table is above the plinthite during
4the wet season. The available water capacity is
moderate. This soil ranges from very strongly acid to
medium acid except where lime has been added.
Included with this soil in mapping are small areas of
Fuquay, Gilead, and Blaney soils. The Fuquay soils are
slightly lower on the landscape than the Dothan soil.
Blaney soils are on outer edges of delineations. near
sandy, gently sloping ridges, and Gilead soils are around
the head of drainageways.
This Dothan soil is mainly used as cropland. In some
areas, it is used for hay and pasture. A very small
acreage is woodland.
This soil is well suited to most crops grown in the
area. The major crops-are corn, soybeans, tobacco, and.
small grains,. Conservation tillage,-cover, crops, and crop
residue management reduce, runoff and help control
erosion:
The dominant trees on this soil are loblolly pine, yellow
ir, water oak, and sweetgum. The understory
ies flowering dogwood, sassafras, redbud,
ibrier, and red maple.-
This soil is well. suited to most urban and recreational
Wetness is a limitation for septic tank absorption
fields..
This Dothan soil is in capability class I. The woodland
atiorr symbol is 2o.
13
DoB-Dothan loamy sand, 2. to. 8 percent slopes.
This soil is well drained.and is on broad, smooth
interstream divides on the Coastal Plain uplands: The
areas of this soil are oblong and range from 5 to 100
acres.
Typically, the surface layer is brown loamy sand about
9 inches thick. The subsurface layer to a depth of 15
inches is very pale brown loamy sand. The subsoil to a
depth of 65 inches is yellowish brown sandy clay loam.
Plinthite nodules are below a depth of 30 inches.
Permeability is moderate to moderately slow, and.the
available water capacity is moderate. This soil ranges
from very strongly acid to medium acid except where.
lime has been added. A perched seasonal high water
table is above the plinthite layer during wet seasons and
after periods of high rainfall:'
Included with this soil in mapping are small areas of
Fuquay, Gilead, and Blaney soils. The Fuquay soils are`
slightly higher on.the landscape than the Dothan soil.
Gilead soils are on side slopes bordering drainageways.
and at" the head of drainageways. Blaney soils are on
outer, edges of delineations near sandy; gently sloping.
ridges.
This Dothan soil is mainly used as cropland. In some
areas, it is used for hay and pasture. A very small
acreage is woodland.
This soil is well suited to most crops. The main crops
are corn, soybeans, tobacco, and small grains.
Conservation tillage, cover crops, and crop residue
management reduce runoff and help control erosion.
The main trees. on this soil are. loblolly pine, longleaf
pine, yellow poplar, and water oak. The understory,
includes flowering dogwood, sassafras, redbud,
greenbrier, and red maple.
The soil is well suited, to most urban and recreational
uses. Wetness is a limitation for septic tank absorption
fields.
This Dothan soil is in capability subclass life. The
woodland ordination symbol is 2o.'
DuB-Durham, loamy sand, 2 to 8 percent slopes.
This soil is well drained and is on . narrow.to broad,
smooth ridges on Piedmont uplands. The areas of this
soil are oblong and range from 5 to 100 acres.
Typically, the surface layer is light yellowish brown
.loamy. sand 10 inches thick. The subsurface layer to a
depth of- 15 inches is very, pale brown loamy sand. The
subsoil extends to a depth of- 56 inches. The upper part
is brownish yellow sandy clay loam, the middle part is
strong brown sandy clay loam, and the lower part is ,
Yellowish red sandy clay and sandy clay.loam. The
underlying material to a depth of 70 inches is mottled
yellowish brown, white, strong brown, and reddish yellow .
saprolite that crushes to sandy loam.
Permeability is moderate in the upper part of the
subsoil and moderately slow in the lower part. The
available water capacity is moderate, and the shrink-
Lee County, North Carolina
part is strong brown sandy loam, the middle part is red
sandy clay loam, and the lower part is mottled red,
yellowish red, brownish yellow, and very pale brown
sandy loam.: The underlying material to a depth of 80
inches is mottled red, yellowish red, brownish yellow,
and light gray sandy loam.
Permeability is moderately rapid in the surface and
subsurface layers and moderate in the subsoil. The
available water capacity is low to moderate. This soil
• ranges from extremely acid to strongly acid.
Included with this soil in mapping are small areas of
Blaney soils:
This Vaucluse soil is mainly used as woodland. In a
few small areas, it is used as pasture.
This soil is poorly suited to use as cropland.
Steepness of slope and the gravelly surface layer are
the main limitations, and erosion is a hazard. This soil is
suited to pasture and hay. Proper pasture management
reduces runoff and helps control erosion.
The dominant trees on this soil are loblolly pine,
• longleaf pine, white oak, southern red oak, hickory, and
sweetgum. The. understory includes flowering dogwood,.
American holly, and sourwood.
This soil is poorly suited to most urban and
recreational uses because of steepness of slope and a
• gravelly surface layer.
This Vaucluse soil is in capability subclass Vie. The
woodland ordination symbol is 30.
Wn-Wehadkee fine sandy loam. This soil is nearly
level and is poorly drained. It is on flood plains. The.
areas of this soil are long and narrow and range from 5
to 100 acres. Where the streams flow across the Coastal .
Plain, the areas are smooth and broad and range to
about 300 acres.
Typically, the surface layer. is gray fine sandy loam 6
inches thick. The subsoil extends to a depth of 46
inches:lt is, light brownish gray. sandy clay loam in the
upper and middle parts and gray sandy clay loam in the
lower part. The underlying material to a depth of 60
inches is mottled gray, greenish gray, reddish yellow, and
• strong brown sandy loam.
Permeability is moderate, and the available water
capacity is very high. This soil is medium acid or'slightly
acid except where lime has been added. The seasonal
water table is within 2.5 feet of the surface. This soil
is frequently flooded for brief periods.
Included with this soil in mapping. are a few small
areas. of Chewacla and Congaree soils. The Congaree,
soils are along stream channels, and the Chewacla soils
are between the Congaree and the Wehadkee soils.
This Wehadkee soil is mainly used as woodland. A
small acreage is pasture.
This soil is poorly suited to crop production because of
flooding and wetness. It is well suited to pasture forage,
such as fescue and ladino clover.
25
The dominant trees on this soil are baldcypress, red
maple, sweetgum, hickory, yellow poplar, American
beech, river birch, water oak, and willow oak. The
understory includes American holly,,sourwood,
greenbrier, giant cane, and eastern redcedar.
This soil is poorly suited to urban and recreational
uses because of wetness and flooding: -
This Wehadkee soil is in capability subclass. Vlw. The
woodland ordination symbol is 1w.
WsB-White Store silt loam; 2 to ,8 percent slopes.
This soil is moderately well drained and is on broad,
smooth fridges on Piedmont uplands. The areas of this
soil are oblong and range from 10 to 1,000. acres.
Typically, the surface layer is brown silt loam 4 inches
thick. The subsurface layer to a depth of 7 inches is light
brown silt loam. The subsoil extends to a depth of 35
inches. The upper part is red clay, and the lower part'is
red silty clay loam. The underlying material to a depth of
96 inches is, mottled red and dark reddish brown silt
loam in the upper part, dark reddish brown silt loam in
the middle part, and fine grained sandstone and
mudstone in the lower part.
Permeability is slow to very slow; and the available
water capacity is high. Shrink-swell potential is very high.
This soil is very strongly acid or strongly acid except
where lime has beenadded. Bedrock is at'a depth of 48`
to 72 inches. The seasonal high water table is 1 foot to
1.5 feet below the surface.
Included with this soil in mapping are small areas of
Creedmoor and Pinkston soils. Creedmoor soils are in
depressions, and Pinkston soils are along slope breaks.
This White Store soil is mainly used as woodland. In .
some areas; it is used for hay or pasture.
The dominant trees on this soil are loblolly pine,
shortleaf pine, hickory, white oak, northern red oak,
southern red oak, and sweetgum. The understory
includes flowering dogwood, sourwood, greenbrier,
eastern redcedar, blackgum, and blueberry. The clayey
subsoil is the main-limitation for woodland use and
management.
Crops are not grown on White Store soil, in this survey
area, but this soil is suited to corn and small grains.- It is
well suited to use as pasture. Steepness of slope is a
limitation to the use of this soil as cropland or pasture,
and erosion is a hazard. If this soil is used as cropland,.
conservation tillage, cover crops, contour tillage, and
crop residue management reduce runoff and help control.
erosion.
This soil is poorly suited to most urban and
recreational uses because of very high shrink-swell
potential and slow to very slow permeability.
This White Store soil is in capability subclass Ile. The
woodland ordination symbol is 4c.
WsD-White Store silt loam, 8.to 15 percent
slopes. This soil is moderately well drained and is on
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Exhibit A-1, continued: Hydrologic soil groups for United States soils
OIGIORGIO a 1 OOLAND a
10 ILAMSON D I :OLazz C
DILL / SNOT
1 OOLalE. •
DILL?RO C TRA
1 su/STUM
O,LLIT OOLIKCI •
DILLrTN • I :OLEN /
CILNAN C I DOLES C
oiLTDM D 1 DOLLAR C I
DILTS O 1 POLLARD C
OINAL C I 0OLLAft"IC! 0 1
01NCa0K D I COLLYCLARK C
DI "NICK D I DOLMAN C
11M0 • I DOLPM C
01 TAW C I COLLIS C.
PIMA C I DONE /
OINCO Dole /
Dimas Dore"aIme C
DINCTO a I DOMERI! / •I
OINGL! C ( DOMt2 /
OINGLISHMA 0 1 DOMINGUEZ C
OINGMAM C 1 pOMIMiC a
OlM[CLMAN - • 1 -DOMINO C I
OINKELS / 1 OOMIMSOM •
:I"kCN a I Demo /
oINSO&Lt O I *DNA ANA ¦
OIMUSA C I DONAMYe C I
OINNOGOV • i DONALD C
OINZIP • i DONALDSON s
DIO•suo C I DONAVAH a
OIOKICE • 1 DOMERAIL C
DIP"AN D 1 CONEY C I
OIPSlA • I pOMICA A
Di00t • •1 DON CA. LOAMY /
DIalGO 0 1 SURFACE
DISA•EL C I OONIPMAM /
oisAUTRL OOMKEHILL 0
DISCO ! I oONLOMTON C
0 HNeR D i DONNA 0
OIS.IP - C I DOMMAN C
DISTELL C I DOMMAROO /
OISTCRHCFF _ C I DONNEL a I
OM
Ot C I DOMNCLLV A
r
0 I000 0 1 DINNER C 1
DITCHCAMP C 1 OOMMING 0 I
DITH00 C 1 DOMMT/ROOK 0 I
OITMET C ( OOOOLILINK
Divans OOOLCT C
DIvIDC • 1 OOILIN O I
0IvaT C 1 :Dome /
OIK A 1 DOOR /
OIKALCTA- D I COONAK - A I
0IK00R0 a 1 DONA 9011
OIKtC C I DORAM C I
OIKMONT C 1 OOR• C
OIKOm a t OCRCHESTlR
OIIONVILLE C I OOItERTOM •
DITOU C ( DORMOMT C
DOAK • 1 DORNA m
DOAKUN • i OOROSMtm 0
DOBBINS C 1 DOROTHEA C
DO. OS C 1 OOROVAM 0
DO/EL 0 1 1) ORPER D
DO/ENT C i OORRANCC A
DOBROW D ( Does m
OCR" • D I DORSET a
DOCAS m 1 OOSAMIGOS 0
DOCoee D I DOSPALOS - 0
OOCENA C 1 *ass C
OOCKCRT C I DOSSNAN /
DOCPAR • I
DOCT C 1 OOTMAM e
CODES a ( 0 LAK 0 '1
D0049 m 1 DOTSERO •
CODGEVILLE • 1 GOTTA . /
GODSON C 1 GOTT / I
DOLL C I DOUCETTE /
DOGE R A i DOUDLR ./ 1
DOGIECREEK a 1 COUDS a
DOGM C 1 DOUGAL 0 1
DOUGAM
DOUGCITT
OOUGCLIFF_
DOUG" -
D000HCRTT
Oo"PTT
DOUGLAS
VOUGVILLC
DOUM I CE
DOUR:
DOVER
OcVRAT
:Or
OOVAGIAC
:OMrO a
DoreLLTON
DOWMATA
DINNER
DON"ET
DOWNEvVILL[
DONNE
OOTC!
D/YCE. LOAMY
SUBSTRATUM
OOTC9. PODERATCLY
NET
DOYCE. SANDY
SUBSTRATUM
DOYLESTOWN
DOT"
ORA
oRAOAGCC
CROM
DRAGSTON
DRAKE
ORAKMAS
ORALL
DRANTOM
CRAPER
COAX
DRAK. WET
DREDGE
DMESOEM
pRlSfLa
DOWNING
OPENS
OREM
onIFTr000
DIGGs
p:ISCOLL
001T
DRIVER
:POEM
DRO V AL
DRUM
DRUMMER'
DRUMMOND
ORUMv
DOT CREEK
CRY LAKE
DRTADINC
OMYmUIf.
DRYDEN
DRYN
DRTVALLIT
Du PAGE
DYAMW
OWRT
=AKELLA "
DUMAKtLLA.
GRAVELLY
CU/AKELLA. COMLV
DURST
Dumas
DURBS..FLOODED
:IRINA
OYSLON
DYSo l s
DUBUQUE
C I DUCMIfME
• 1 OUCKMILL
0 I OUCKR!!
0 1 CUCKfTOM
? 1 PUCO
• 1 DUDA
R 1 OUDGEM
! 1 DUDLEY
I i DUEL
/ I DUELM
! I DUETTE
C/01 CLIFF
/ 1 DUFFAU
• 1 DUFFER
a i CYFFCRM
D ( DUFFIELD
0 i OUFFSOM
! 1 OYIFVPOMT
a t OUFORT
D I DYFUR
! 1 OYGGtMs
{ I DUGOUT
C 1 OUGOAT
i DUKES
C I OULAC
I DULCE
C I DULEYLAKE
I DULLES
0 1 DULUTH
D 1 OUMAs'
C ( DUMFRIES
a ( OUNMERfTON
C ( DUPONT
C i DUN GLEN
e ( DUNBAR
A i DUMBARTON
! I OIMORIDGR
• I CLINIC
C ( :UMCAM
e 1 DUNCANNON
C 1 DUMCKLCY
e i OMMCO"
/ I DUNDAS
C 1 DUMOAT
0• i DUNDEE
m I DUMELLEN
e ( DUMFCP0
C/DI DUMGEMtsf
a 1 DUNK I SK
C 1 DUNLAP
• 1 DMMLATOP
C 1 CMNNORC
C I DUMP
C I DUNNING
C i DUMNLACE
Biol DUMMVILLC
O I DUMOtR
a 1 DUPONT
C 1 OUM?MT. DRAINCO
C I DUMONT. HARDPAN
C I SUBSTRATUM
m I OuNs"YIR
e I OUMSMUI*.
C I NONGRAVEILT
C 1 CLINTON
/ I DU UL
! I DUPER
C 1 OUPLIM
C I OUPD
C ( DUPONT
1 DUPRCE
C 1 DUTA60S
/ i DURALOE
/ I DURAND
C I Duma"O
C ( DYRANT
t I DURA20
C i DUR/IN
a i DUMELLE
• I DYRFe!
0 '1 DURHAM
m t ouRKee
?/oi DORIC
O I OURRSTEIN .
A i DURST
0 1 OUSLCR
0 1 CUSTOM
A 1 OUTCHISs
A i DUTCK
A I DUTTON
IS i DUVAL
• 1 DUKOURT
C OUZEL
• i DWIGHT
a I DNO*SHAK
• 1 DWYER
C 1 DTC
• I DYKE
/ 1 DYLAN
C I DTRCrG
D 1 EACHYS
C I CACMOSTON
A I CAD
C I CAGAR
D 1 IAGLICONI
C I eAGLEPASS
D 1 CAGLIROCK
• 1 EAGLIVILLE
• 1 EAGLIVING
/ 1 !AKIN
s I !ALT
• 1 IAN
m 1 EARCRWC
0 I CARLE
O I CARLMONT
a I CARLMDNT. DR
C I fA*P
D I E•AOSMA"
• 1 EASOY
• 1 !ISLET
D 1 CASPYR
•/DI EAST FORK
A 1 CAST LAKE
C I EASTA/LE
/ I EASTCAN
C 1 EASTCNCP
a 1 CASTGATE
It I EASTLAND
C 1 EASTON
• ( CASTPORT
• ( IASTWELL
A i CAfTNOOC
D ( CATON
D 1 CAUGALLIE
IF I CAUGALLIRa
a• I OEPRESSIONAL
C I EAYPLEINC
s I to&
e 1 9/AL
1 EBseRT
s I Items
c 1 talc
1 t•OOA
C 1 EBODA. SIGHT
• I Cecil
C 1 CORD
C I ECCLES
C ( ECrARO
O I CCHAW
O I EC"!"o0R
• I ECKCPT
C I ZCKLCY
• I ECKMAH
• I ECKRAMT
O 1 CCKVOLL
A 1 ECLIPSE
D ( !COLA
• 1 CCON
AIMED
C
•
C
•
O
C
C
•
•
C
•
A
C
D
•
•
D
0
O
e
0
C
s
s
0
•
0
•
•
•
•
0
O
C
B
D
0
C
•
C
A
•
•
A
s
•
D
A
O
D
D
sio
O
/
C
•
C/D
•
s
C
C
0
0
•
C
0
/
•
0
/
m
C
a
NOTIESI Tr0 MVCROLOGIC SOIL GROUPS SUCH AS a/C IMOICATIS THE ORAINED/UORAIMED SITUATION.
MODIFIERS SHOW". I.G.. SCOROCK SUBSTRATUM. REVIEW TO A SPECIFIC SOIL SERIES PHASE FOUND IM SOIL MAP LEGEND.
(210-VI-TR-55, Second Ed., June 1986 A-11"
Exhibit A-1, continued: Hydrologic soil groups for United States soils
FREEST
FREESTONE
FREETOWN
FREEVAT[R
FREEZENER
FRE"COUT
FRELSSURG
FREMONT
fRlN
FRENCH
FRENCHCPEEK
FReNChiomh
FRCMCMMAN
FRfMCNTOWN
FRISHWATEN
FRESNO.
SALINE-ALKALI
FRESNO-. THICK
SOLUN
FREWA
FRE INIK
FRIANA
FRIANT
I•RIOLO
FRIEDLANDER
FRIEDNAN
FRIENDS
FRIENDSHIP
FRIES
FRIESLAND
-RIJCLlS '
FRINOLE
FRINES
FRIO
FRIONA
gF molt
FRIPP
FRISCO
FRISITF
Ff.I T2
FRI22ELL
FROSEPC - --
FR000
FRONMAN
FROLIC
FROLIC.
ELEVATION<S000
FROLIC.-FLOOOEO
IRONDORF
FRONTENAC
FPONT see
FRONTON"-_,_ :-
FROST
FROZaRO
FRUITA
/RUITFIELD
FRUITHURST
PPUITLAKD
FRUITLAND,
MOO:RaTELY WET
FRVtTLAMO. YET
FRVE
FRTEDURG
Ft. DRUM
Ft. GREEN
FUaAY
FUFSLE
FUEGO
FOEGOSTA
FU:RA
FUGAWEE
FUGHES
FULCMER
FULDA
POLLAN
FULLEP
FULLERTON
FULMAR
FULMAR. DRAIMED
C I FULSMEAR
C I FULSTONC
O I FULTON
• 1 FULTS
e 1 FULVIGER
0 1 PUNTER
D 1 FUOUAT
C 1 FURNttf
• 1 FURSHUR
C I FURY
• 1 FURY. DRAINED
C ( FYSULIMA
• ( FUSUVAR
0 I GAASTRA
D I GAaALOOM
D I GA•/S
GASOVALLY
C 1 GAOCL
1 GADIC•
• 1 CASINO
D 1 GACEY
D I CACMADO
D ( GACISA
C I GAOOES
C 1 CADDY
C I GLDSDEN .
C 1 GADSOEN. Yet
A I SUBSTRATUM
O 1 GADWCLL
S I GAGESV
a 1 GAGET06%
C I GAGIL
C 1 GAHEE
I 1 GA1e
C 1 GAILA
C I GAINCS
4 1 GAINESOCRO
0 1 GAINESVILLE
a 1 GALATA
B I GAL•RETH
C l GALCNUTT
0 1 GALE
0 1 GLLAN
C I GALEPPI
S I GALESTINA
C I GALESTOYN
I CALlT
C 1 GALILEE
a I GALISTCO
% 1 GALISTEO.
C i SALINE-ALKALI
0 1 GALLANO
D 16ALLATIN
C I GALLEGOS
0 1 GALLEN
• 1 GALLIA
C 1 GALLIM!
9 I GALLION
C I GALLMAN
I GALLUP
C 't- GALOO
C 1 GALT
a 1 GALVA
C I GALVESTON
0 1 GALVEZ
C 1 CALVIN
0 1 GALWAY
C 1 GAreLEQ
D 1 GAN•OA
C 1 GANGES
• I GAMADO
C 1 DANCE
C I GANDO
C/0) CANIS
C I GANNETT
0 1 i.ANSNER
a I GANSNER. PONOEC
0 1 GAMY
C 1 CAPDUTTE
C 1 CAPCOT
C 1 GARD
0 1 CARD. DRAINED
0 I GANNAvER
0 I GABA
O 1 GARFER
• i GARIO
-0 I GARPUTT
O 1 GAACENO
0 I GARCLS
C 1 GARCIA
It 1 GARCTTAS
C 1 GAPCON
C I GAROELLa
• 1 GARDENA
C I GARDINER
D I GAPOMeR•S FORK
C I GAMON90VILLE
D I GARDONE
0 1 GARB T
C 1 GARFAN
O 1 GARFIELD
O 1 GAPMILL
C I GARIPER
A I GARITA
C 1 GARLAND
C i CARLEY
I GARLOCK
C 1 GARMON .
0 ( GARMOPE
e 1 DARNEL
? 1 GARNER
e 1 CANNES
0 1 CARD
a ( GARB
C 1 GAFReTSO`4
C 1 GARRETT
• i GARRISON
0 1 GARWOCNALES
0 1 GARS ID
C 1 GAPTCM
a 1 GARvesoN
e I GARV iN
• 1 GARVIN,
C I GARZA
A I GIGICka
a I GAS CREEK
C I GASCCNAO!
C 1 GASIL
C 1 GASCUAT
I CASSAWAY
r 1 GASSVILLE
C I GASTON
• 1 GAT
It I GATES
S I CATESCN
0 1 CATEVIEV
• 1 GATE?AT
• I GATEYDOD
e 1 GATLIN
Ctol BATOR
0 I GATTOM
F I CAULOV
A I GAULCY
C I GAVEL
D 1 CAVIL&N
• I GAVINS
• I CAVIOTA
a t Bay
C 1 GATLESVILLS-
D I GAYLORD
C ( GAVMCR
0 1 GAVVILLE
O i GAZELLE
0 1 GAZOS
C I GAZEELL
D I GEAKMART _
a 1 GEARY
0 1 cessOM
0 1 uD 0
D 1 GEE C
C 1 GEE•URG C
• 1 canon C
C 1 GEER •
4 1 GEERTSEN • •
a 4 Cara •
0 1 GEISEL •
C 1 GEKE C
0 ( GEtKIE a
C 1 KM C
C t GEM. BURY O
C 1 GEMID C
0 ( GEMSON •
0 I GENAW 0
A i GENEGSAF a
a 1 "Nasal a
C I GENEVA •
• 1 "MCA D
• t GENDLA a
e 1 GIMTILLT 0
C t CINTRT 0
D 1 GtOCDMDA. C
C 1 GEOMROCK a i
! 1 .CORGECREEK •
• 1 CEORGCTOWM 0
E 1 GloRGaVILLE s I
a I GEORGIA C I
C i GEPFORO o I
/ i GCOP a I
0 t ""CRT C I
0 1 GERALD 0 I
e ( GERPER 0 I
D 1 GEPDRUM 0 I
D ( GENING I I
F I GERLACH D I
B 1 CERLAME a 1
C 1 GEOLE a 1
D 1 GEPMaMTow" • 1
r ( GERMANY B 1
C t cERMER C I
C I MONI • 1
D 1 GERRARD C 1
"of GERRARD. DRAINED E I
! 1 GERST D 1
0 1 GESSIE a' I
D 1 GESSNER 0/01
D i CESTPIM a 1
0 ( GETAWAY • I
• 1 GETCMELL C I
0 I GETRAIL D
C I GETTTS C 1
C 1 GETZVILLE 0 1
P I GEWTER C 1
e I GETSEN C 1
C I GI/•LER C 1
a I GIBSON a I
C I GIBBOMSCREEK C i
C I Glees 0 1
• 1 GICNIT C I
0 1 GISSOMVILLE 0 t
V 1 GI•VELL C 1
a I GIDEON C 1
C I GIELOY C I
C I GIFFORD 0 I
C 1 GIGGEP C 1
0 1 GILA • 1
D I 4IL•COT D i
•/DI GILBOA .. 0 1
D 1 GILOT a i
C 1 GILCHRIST,; A 1
C 1 GILCO a I
O t
I
D 1 CIL!•0 C?
t
C I GILLS a 1
C I CILFORD //DI
A i GILPCRD. 0 I
a I SIPATIFIEO
S 1 SUBSTRATUM
I GILISPIC
I GILLANO
I GILLENDER
GILLIAN
GILLIGAN
I GILLS
GILLSOUP6
I GILMAN
GILMORE
GILPAR
GILPIN
GILROY
GILSTOM
GILT EDGE
GIMLETT
GINAT
GINES
GINGER
GIMI
GINLAND
a1MNts
GINGER
GIRARD
GIRAROOT
GIRD
GIST
GITAKUP
GITAN
G1VIN
GLACIERCREEK '
GLADDEN
GLACEL
GLAOEVILLE
0.ADEWATER
GLADSTONE
GLADVIN
GLASGOW
GLASSMER
GLEAN
GLEASON
CLEVE
GLEN
GLEMaAP
GLEMSAR. VIET
GLEN•ERG
GLEM•LAIR
GLENSROOK
GL!NCARS
GLENCARB. WET.
SALINE
GLENCOF
GLENCOE. PONOED
GLENDALE
GLENDALE. YET
GLENDALE. RARELY
FLOODED
GLENOERSON
GLENDIVE
GLENDORA '
GLENEDEN
GLENeLG
GLEM/ORD
GLEMMALL
CLEMMAM
GLEIM CM
GLENPORA
GLENNALLEN.
GLlMOMA
GLlMPOOL
GLINRIO
GLEMROSE
GLENROSS
GLEMSTEo
GLENTON
GLEMTOMo YET
GLENTOSM
GLENVIEW °
GLENVILLE
GLENTON
NOTES: IVO 0TOPOLOGIC SOIL GROUPS SUCH AS en t%0ICAT9S THE DRAIMEDfUNORAINED SITUATION.
Ho01FIrRs SHOWN. E.G.. REOPOCK SUBSTRATUM. REFER TO A SPECIFIC S01L :TRIES PHAS! FOUMO IN SOIL MAP LEGEND.
AID
0
•
C
C
•
•
uo
D•
•
C
s
•
•
C
C
•
A
D
•
O
0
•
C
A
0 1
C /
A-16 (210-VI-TR-55, Second Ed., June 1986)
•
•
•
•
•
Exhibit A•1, continued: Hydrologic soil groups for United States soils
l
t
• :ARM SPRINGS. C I -WAUPECAN . • i WIELD C -1 WETTIRHORN C 1 WI:AUX B
C
DRAINED. ALKALI I VAUOUIC 8 i MELVA C 1 YETZ[L D
{ 1 WICNTTA
1 ttCNUP O
• WARM SPRINGi• C 1 rAURIKA D I VELLER C 1 YEre R TOM
DRAINED I WAUflow onI WELLINGTON 0 1 WENCLA 0 I WICKAMONEY 0
"ApM s?RtNG•• COOL C 1 WAUTOMa 810E WELLPAN { 1 WEWOKA C
V 1 WICKENBVwG
DI WICKER•NAM - D
•
• WARMAN eiDl rA7EL•NO •/DI WELLS • I :ETERS { 1 WICKET? C
¦ARMAM• GAAVCLLT •n I WAVlLANO 0 ( WELLSBORO C I WEYMOUTH
• SUBSOIL 0lP
R
E?sIOM•L ER A • I YIC[IN? C
D I ?
I
r 8101 reltf[D C 11 VWLAM D t :1CKf•VwG •
rARMERi CIDI :Ar•SEC e 1 ¦lLLSTOM • i rM•L!T - P - C
• :ARMOC[ B 1 rA:INA a I W[LLSVILLE • 1 :MARION C I YICU
N A
¦ARRC"TOM O i WAX - C i VCLLTON { I WHATCON C i WIDEMA C
:ARSAW • ( :AKPOOL 0 1 rlLOT C I WMATELT 0 1 WIDEN
• G K
TRtO
I -
1 OE
WARWICK A I WATBC 0 I W[LSUM ?0 GE
rM
E• { VIEML C '
• rata 0 I
:
AYCUP B 1 1ICLTCR 0 1 WrlATrtL L[ • 1 rIILAMD
R
ATE C
0
r•SATCH • 1 rAVOCH O 1 V[MPLE • 1 WHECLER 8 G
1 WI[
WSCO 8 1 WAYLAND CiDI WENAS D ( WH!!LlRVILLE • I VIFFO D
• WASDA :101 WAYMOR • 1 WENAS. DRAINED C I WHEELING • 1 WIGGLER 0
. OC TON
• rASM:YRN 0 1 WATN!•BWO : I W[MDA": C K
I WH[TR C I WIGTON
AMA
1 D
WAS?INGTON B I WIYMETOWN C ( .
:EMOAN "AIMED • ( WHET TOME C WIL
OYM YET
W C; MCA a ER M C I :IL:PAHAM C
• SU•STRA V
EASM C I YEMOTE 0 I WMlD !Y R 8
WASNO! 8) WEATHERFORD • I VEMOMA C I •NILPHANG D I VIL:U
¦ASNOYGAI 8 1 WEAVER C I WENTWORTH { -) WHIPPANY_ C I WIL•URTON •
• NASH19%AW CIDI WEAVERVtLL[ B( WEOGUFKA C I WHIPPLE 0 1 WILCO C
raSLLA
s 0 1 WEY• C 1 MEMO C I WHIPSTOCK' C 1 WILCOX D
M
"DJA B 1 WEDBRIDGC 8 1 WER[LD • 1 WNIRLO 8 1 WILCOKSDH C
:AS[ISH 0 1 ¦E8BTOWN C I VIRLOG C I WMISKETOICK
- C I WILOALe C
WAfKOV C 1 iEseR • I W 0 1 WHISPERING C I WILDCAT. D
• uSPO' 0 1 WE•TLE C 1 :::::K I :NESTLE • 1 WILDERNCBS C
utSTC • 1 WEDSTe4 BID I WESCONMETT C I :NIT • I YILDGEN •
. L SSIT
r' D' I WlDEKIMO D 1 WlSDY C 1 WHITAKER
' C I WILONORSE A
ISA•
A C ( WEDE:TZ • I rlSFIL 0 1 VMITE House C 1 WILOORS C
&TANA C 1 WEDGE A( rlSiK D ( 42TE'Slone 0 1 WILDWOOD 0 /
rATAUGA s 1 r[oLAR C 1 :lSKA D :MITI Dr AN D I WILE C
rATCNASO• C 1 rlDOrlE • 1 WESLEY { I WHITECAP 0 I Willy • '
• ¦ATCNAUG • 1 WEED • ( VESO • ( WMtTlCLOUO • 1 WILHITE
T CID
•
¦ATCNUNG 0 1 r!lotNG D 1 WESPAC 0 1 rMtTECOW { 1 rILNOI
rATERIDUM D I ¦![DMARK • 1 WESPAC. SANDY C 1 WNITCCROSS D 1 WILKES C
• ¦ATIRCAMTOM D 1 W[EKtWACMEE D 1 SUBSTRATUM I WHITEFISH • 1 WtLKESON {
I MS

•
RrAN
All
- 0 1
:[EKSVILLE
8101
YEST•ROOK
D
I WNITlNAALL
{
I WILL
VO
:
u Tl RT OWN A I r![ NA D 1 VEST•VIt C I rNI TEMILLS C I YtLLA•T C
:aTERrILLC • I r[lPAN C 1 WEST•UTTE C 1 YMITENORN 0 I WILLACI •
• u T[/NS D I WECSATCNC • I WEST CA MP C C
I :MITENOR: • WILLAKEMZIE
1 C
WA TK iMS RIDGE • 1 I WCSTCREEK B 1 WHITEKNOS • i VILLAMAR •
WATO • 1 rCNAOKCE 0 ( r[STE C I WNtTlLA19 • I WILLAM[TTC •
• W
TONGA
0 1
WEIGANG
1
WESTlRTTLL!
•
1 WNITEMAN
0
1 WILLAMETTE. WET
C
WaT00PaN
R : I
• 1 WEIGLE
IcERT D 1
VOI WeSTFORK
rl:IHAVEN D
• I WHITEP[AK
I WHITERIVER 0'
C 1 WILLANCH
I WILLAPA 0
C
uT
OUS
WATSEKA : I ¦l
VEIrER 0 ( WlSTHATCN. - C i WHITIROCK D ( WILLARD {
WATSON C I WEIN:ACM C 1 SALINE'-ALKALI I. UMT TIS•ow0 C 1 WILLETTC AID
WATSOMIA D 1 WEINGART 0 1 r[STINDIAM C I W041TESSUNG C I WILLMILL C
WATSONVILLE D 1 YIINGARTCN C 1 WESTLAKE 0 1 WMITESON D 1 VILLMO 0
WATT 0 1 WEIR 0 1 WESTLAND SIDI WHITESTONI • 1 WILLIAMS •
WATTON C I WIIRMAM C I rlSTMOR! C I WMITETMORN • I WILLIAMSBURG e
WATUSI C( rlTRraN• WIT 0 1 WESTMORELAND • I W041TEWATEO D I WILLIAMSON C
rau•Ar B I rEIArAN. • I ASTON D 1 WHTTEVOLF A I WILLIAMSPORT C
WatB[E[ • 1 MOMPLOODED I WESTOVER • i WMITEWOOO C"I WILLIAMSTOWN C
WAU:[RG 0 1 W[ISBUwG C I WESTPHALIA • 1 :HITErO0D. {/DI WILl1AMSVILL[ C
WAU•OMSI[ • 1 W[TSe* • I ,}IEiTPL•1N 0 I MONFLOODED 1 WtLLIMAM BID
WAUC[OAN 0 1 VCISNAUPT 0 1 WESTPORT A I W141TEWRIGHT C I WILLIS C
WauCHULA 8101 WEISSIMFELS C 1 WESTPORT• THIN { I WHITING B 1 WILLISTON C
WAUCHULA. 0 1 WEtTAS • i SURFACE i WHITINGlR C I WILLOW CREEK 8
DEPRESS.IDMAL 1 WEITCNPCC C i W[STSHORC 0 I WM/TLCT B i WILLOWDALC B
WAUCO•A - D 1 ¦EKODA 0 I WESTVACO C 1 914ITLOCK • 1 WILLOWEMOC C
VAUCOMA • 1 r[IAKA A i WESTVIEW • i WHITMAN D I WILLOWMAN •
sAUCOMOa. B -1 WELBY • I WESTVILLE { ( WIUITWET C 1 WILLOWS 0
WAUKEE • 1 WELCH o f WESTWEGO O i WMITORE • i VtLLrO0D A
WAUKEGAN. • I WELCH. GRAVELLY • 1 WESWINO C I WMITSOL • 1 WILMA e
. WAUKZkA D I SUBSTRATUM. 1 WESW000 { I VNITSON D I WILMER C
WAUKON • I ORAINED i :[TA 0 ( WHITTIER 8 ( WILMINGTON 0
¦AULO C i WCLCH. OARCLY • I 9I109114FIELO C I WNITWELL C ( WILMONT •
¦AUNAC e 1 FLOODED. DRAINED 1 WETMEY C I WNO•w!? C 1 WILPONTON •
94UNBIK • t WELCH. DRAINED C I W[TMEY. DRAINED A I WHOLAN • 1 WILPAR C
WAUNA C
1 :ELCHLANO e l W[TNORe D I WHORLED C 1 WtLPOTMT D
WaWAtA 0
WIDE rELCDME • I WETSAW C I WHY { ( WILSHIRE A
NOTES: TWO HYDROLOGIC SOIL GROUPS SUCH AS VC INDICATES TMI DRAINED/UNORAINED SITUATION.
MODIFIERS SHOWN. E.G.. BEDROCK SU STkATUM. RE?CR TO A SPECIFIC SOIL SERIES PHASE FOUND 108 SOIL MAP LEGEND.
A-42 (210-VI•TR-55, Second Ed., June 1986)
Table 2.2a.-Runoff curve numbers for urban areasl
Curve numbers for
Cover description hydrologic soil group-
Average percent
Cover type and hydrologic condition impervious areas A B C D
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries,
etc.)':
Poor condition (glass cover < 50%) .............. 68 &
86
19
89
84
Fair condition (grass cover 50% to 75%)........... 49 74 80
Good condition (grass cover > 75%) ............... 39 61
Impervious areas:
Paved parking lots, roofs, driveways, etc.
98
(excluding right-of--way) .......................... 98 98 98
Streets and roads:
Paved; curbs and storm sewers (excluding
right-of-way)......... .. :.................. ... 98 98 98 98
Paved; open ditches (including right-0f--way) ....... 83 89 92 93
Gravel (including right-0f--way) ................... 76 85 89 91
89
Dirt (including right-of-way) ..................... 72 82 87
Western desert urban areas:
63 77
`
85
88
...
Natural desert landscaping (pervious areas only)
Artificial desert landscaping (impervious weed
barrier, desert shrub with 1- to 2-inch sand
or gravel mulch and basin borders) ............... 96 96 96 96
Urban districts:
Commercial and business .......................... 85 89 92
94
95
Industrial ........................................ 72 81 88 91 93
Residential districts by average lot size:
77 85
90
92
1/8 acre or less (town houses) .................. 65
61 75 83 87

.......................... 38
1/4 acre'......... ......
1/3 acre .......................................... 30 57 72
81
86
112 acre ........................................ 25 54 70 80 85
1 acre ........................................... 20 51 68 79 84
2 acres .......................................... 12 46 65 77 82
Developing urban areas
Newly graded areas (pervious areas only,
no vegetation)-s ................................... 77 86 91 94
Idle lands (CN's are determined using cover types
similar to those in table 2-20,
'Average runoff. condition, and I. = 0.2S.
rrhe average percent impervious area shown w-.w used to develop the composite CN's. Other assumptions are. as follows: impervious areas
are directly connected to the drainage system. impervious ureas have a CN of 98, and pervious areas are considered equivalent to open
space in good hydrologic condition. CN's for other, combinations of conditions may be computed using figure 23 or 4.
°CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type.
(C\
`Composite CN's for natural desert land.?aping should be computed using figures 13 or 24 based on the impervious area percentag
= 98) and the pervious area CN. The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition. e
-'Composite CN's to use fur the design of temporary measures during grading and construction should be computed using figure 2-:1 or 24.
hased on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas.
(210-VI-TR-55, Second Ed., June 1986) 2

-Table 2.2c.-Runoff curve numbers for other agricultura l landsr
., ..Curve numbers for
. Cover description hydrologic soil group-
. - Hydrologic
Cover type condition A B C D

• Pasture.:grassland, or range-continuous Poor 68 79 .. 86 89
forage for grazing.s Fair 49.: 69 79 ,. 84
Good 39 61 74 80

Meadow-continuous "grass, protected from - 30 58 71 = 78
grazing and generally mowed for hay.-
.
• --Zt/? Brush-brush-weed-grass mixture with brush Poor 48
35
56 i
70 83
7
the major element' Fair ,
• Good 430 48 65 73
Woods-grass combination (orchard Poor 57 73 82 86
• or tree farm).s Fair 43 65 .76
2 82
79
Go
od 32 58 7
• --_
Woods .6 Poor 45 77 83
- ? Fair 36 73, 79
Good 430 55 70 . 77

Farmsteads-buildings, lanes, driveways, - 59 74 82• 86
and surrounding lots.
•
• 'Average runoff condition. and I, = 0.2S.
• 211aar:•, <5M ground cover or heavily gazed with no mulch.
Fair: 50 to 75% ground cover and not heavily grazed.
Gxxi. > 75% ground cover and lightly or only occasionally grazed.
°Puua: <50% ground cover.
Fair: 50 to 75% ground cover.
• Good: >75% ground cover.
. 'Actual curve number is less than ft use CN = 30 fur runoff computations.
'CN*.; shuw n were computed for areas with 50% Kook- and 50% grass (pasture) cover. Other combinations of conditions ruty be computed
from the CN's for w•uixls and pasture.
Forest litter. small trees. and brush are destroyed by heavy grazing or regular burning.
• Fait: Woods are grazed but nut burned, and some forest litter covers the soil.
(xxxt. Wtxxh; are protected from grazing, and litter and brush adequately cover the soil.
(210-VI•TR-56, Second Ed., June 1986) 2
Sheet flow
Sheet flow is flow over plane surfaces., It usually
occurs in the headwater, of streams. ,With sheet flow,
the friction. value (Manning's n) is.an effective
roughness coefficient that includes the effect of
raindrop impact; drag over the plane surface;
obstacles such as litter, crop ridges, .and rocks; and
erosion and transportation of sediment. These n
values are for very shallow flow depths of about 0.1
foot or so. Table 3-1 gives Manning's n values for
sheet f low for various: surface conditions.
For sheet flow of less than 300 feet, use Manning's
kinematic. solution (Overton and Meadows 1976) to
compute Tt:
Tt 0.007 (nL)0? [Eq. 3-31 .
(P2)15 g0.4 .
Table 3-1.-Roughness coefficients (Manning's n) for
sheet flow
Surface description n=
Smooth surfaces (concrete, asphalt, gravel, or
bare soil) ................................... 0.011
Fallow (no residue) .......................... 0.05
Cultivated soils:
Residue cover :00% ...................... 0.06
Residue cover >20% ...................... 0.17
Grass:
Short grass prairie ........................ 0.15
Dense grasses? :........................... 024
Bermudagxass ............................. 0.41
Range (natural) ............................. 0.13
.woods?
Light underbrush .......................... 0.40
Dense underbrush ......................... 0.80
where
Tt = traveLtime'(hr),
n = Manning's roughness coefficient (table 3-1),
L = flow length (ft),
P2 = 2-year, 24-hour rainfall (in), and
s = slope" of hydraulic grade line (land slope,
ft/ft).
This simplified form of the Manning's kinematic
solution is based on the following: (1) shallow
uniform flow, (2) constant intensity of rainfall excess
(that part of a rain available for runoff), (3) rainfall
duration of 24 hours, and (4) minor effect of
infiltration on travel time. Rainfall depth. can be
obtained from appendix B.
Shallow concentrated flow
After a maximum of 300 feet, sheet flow usually
becomes shallow concentrated flow. The average
velocity for this flow can be determined from figure
3-1, in which average velocity is a function of
watercourse slope, and type of channel. For slopes
less than 0.005 ft/ft; use equations given in appendix
F for figure 3-1: Tillage can affect. the direction of
shallow concentrated flow. Flow may not always. be
directly down the watershed slope if tillage runs
across the slope.
After determining average velocity in figure 3-1, use
equation 3.1 to estimate travel time for the shallow
concentrated flow segment.
Open channels
Open channels are assumed to begin where surveyed
cross section information has been obtained, where
channels are, visible: on aerial photographs, or where
blue lines (indicating streams) appear on United
States Geological Survey (USGS)'quadrangle sheets.
Manning's equation or water surface profile
information can, be...used to estimate average flow
velocity. Average flow velocity is usually determined
for bank-full elevation.
'The n values are a composite of information compiled by Engman
(1985).
'Includes species such as weeping lvegrass, bluegrass, buffalo
grass, blue grama grass, and native grass mixtures.
'When selecting n consider Lcwer to a height.of about 0.1 ft. This--
is the only part of the plant ctmver that will obstruct sheet (low.
(210-VI-TR-55, Second Ed., June 1986) 3-
APPENDIX B
- - - - - - - - - - - - - - - -
L UA
66
..,
PRE-DEVELOPED ARE4.
TOTAL DA • *-255 ; AC , I
CNN • 67.
To 1176 , &4 N_
------------- --- ----------- -
PREDEVELOPED AREA I ` ' •__ ?,
TOTAL DA • 1204 AC \ \ . \
To 13,97 ARJ
AREA 2
f' ? .d f I A
------------------- -- -----
--- - ----------
t;1 ii i' l 1
v 1 l L ?e
'AN
r--To--' .,'
PATH - -
.
?TaPATII ,
----
t ON ???'>
-------------
------------- -------
----- - ------ ----- --
-------- ---------
--,
yk?TC PQ I I I a ?( a lti I ?. wrr.?..? f' • \ t ` \ 1 `'
-+-(OPTION d
_
i •,d ,\.i/f ..\ ? '? +. ,1 ? ,\ ,l t'l ,\ \ .`'`-fin
t I 1
\ 1
I `
I'\ PM
`Y.
.
,
t
t ,
t
f e
- ------- ------ ------
%I PATH ` i /r< ?\ J rp ,, ?{ \\ ) 9 {, i d, `!t+ a\ ?,
{{
d y?-
" tl 117 ! ^ .... -° -r-
?'.' -,
r
SIrTi ___ _ __ J r R
,S f?td ;? efd {; c "F?:1? E}k B3 ! "?•?} '.11 j;" /' ? raj ,d' i r "? i
$ d5 Pd t''d COX MAD00X*ROAD i?'7' ?V }}}
(SR 1527) w 'r
35 MPH Se „7'-„yD
EO' R1wel 19aj;1:
a ; jr!
WOODED
AREA
s _p
\ \ `?} t \ FAf 00 qy? J
\ 1 11 V\ r,
?
I ,I 1 IV 1
V A.? ,SITE
r 11 ? v Ot ??1 v? :p?
?a t
PIPE u10 "
•SrrE Ndw???HiQaQH dt??n
e v,1PE Q.LHO???W ??
` t 9
`, PIPE tub I +11 ?? r`,fd / ,?
P;DF=l
6 SITE
\ t}lilt IPE U7
Ill ? PC / ?+ -W
i'
S N'
p'av
LT ,?
r j•
f
^jj
!, , ?i?f 8 f , { / V
ORNER ROAD ;./;/%
.e E N(DTH RI-CF-WAY '/;• ?,/ h HIGHWAY 421
SPEED LI`d.T 5G4T5 M?H •a ; I i, ?, j ASHBY ROAD
( (ASPHALT GOOD CONDITON) A yw.x wr •>m zo?r-r-r.r
PQE-DEVELOPED
DMA NAGS APEA MAP
01
:FREELAND and KAUFFMAN, INC.
tNoNEERS • LANDSCAPE ARCHITECTS
1009 West Stone Avenue Job Job No.
reenville, South Carolina 29609 e6
gelephone 864233-5497
x864-233-8915 Computed By
Checked By_
Date
4- tX 3
f
I
E
I

Date
3
Worksheet 3: Time of concentration (Tc) or travel time Gt)
Project `j1l NfU? L By Date
Location Checked Date
Circle one: rase Developed
Circle one: Tt 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 Tc only) Segment ID
1. Surface description (table 3-1) ............
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L <.t00 ft) .......... ft
4. Two-yr 24-hr rainfall, P2 in
5. Land slope, s ft/ft
0.8
6. T t 0.007 (nL). Compute Tt ...... hr
t P 0.5 s0.4
2
Shallow concentrated flow Segment ID
7. Surface description (paved or unpaved) .....
B. Flow length, L ............................. ft
9. Watercourse slope, s ft/ft
10. Average velocity, V (figure 3-1) .0006.06.00 ft/s
11. Tt ' 3600 V Compute Tt hr
Channel flow Segment ID
12. Cross sectional flow area, a eeee.eeesosese ft2
13. Wetted perimeter, pw ....................... ft
14. Hydraulic radius, r - p, Compute r ....... ft
w
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n ..............
1.49 r2/3 8 1/2
17. V ? Compute V ......a ft/s
n
18. Flow length, L ............................. ft
19. Tt 3600 V Compute Tt ...... hr
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 1.
644;5
100
} ?OZ
+
'I
1 ?2
2.?
fi OdSI +

O,us?i
+
and 19) hr

(210-VI-TR-55, Second Ed., June 1986) D?
Worksheet 3: Time of concentration (Tc) or travel time (Tt)
Project ?P N ?A , N L By Date
Location _ Checked Date
Circle one: rese Developed
Circle one: Tt 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 ID
1. Surface description (table 3-1) ............
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L <_t00 ft) .......... ft
4. Two-yr 24-hr rainfall, P2 in
5. Land slope, s ft/ft
6." Tt 0.00075(nL0)0.8 Compute Tt hr
P2 s
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. Tt ' 3600 V Compute Tt ...... hr
Channel flow Segment ID
12. Cross sectional flow area, a ft2
13. Wetted perimeter, P. ....................... ft
14. Hydraulic radius, r pa Compute r ....... ft
w
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n ..............
1.49 r2/3 a1/2
17. V n Compute V ....... ft/s
18. Flow length, L ............................. ft
19. Tt 3600 V Compute Tt ...... hr
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 1:
4
GAS
?S
IuU
??? dllo
+
i D??VP
N3? Z 1
Lo X11,0 pprry?
't'
Z`I,0
????J2Z
140
:t 0100d+ ., and 19) ....... hr
(210-VI-TR-55, Second Ed., June 1986)
I?
D4
•
•
•
do&
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Worksheet 3: Time of. concentration (Tc) or travel time (Tt)
Project ?AN By Date
? ?L
Location Checked Date
Circle one: (r en Developed
Circle one: (9 Tt 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 Tc only) Segment ID
1. Surface description (table 3-1) ............
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L <.too ft) .......... ft
4. Two-yr 24-hr rainfall, P2 in
5. Land slope, s ft/ft
6. T t 0.007 (W 0.8 Compute Tt ...... hr
t P 0.5 a0.4
2
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. Tt - 3600 V Compute Tt hr
Channel flow Segment ID
12. Cross sectional flow area, a ft2
13. Wetted perimeter, pw ....................... ft
14. Hydraulic radius, r - a Compute r ....... ft
Pw
15. Channel slope, a ........................... ft/ft
16. Manning's roughness coeff., n ..............
1.49 r2/3 al/2
17. V - n Compute V ....... ft/s
18. Flow length, L ............................. ft
19. Tt 3600 V Compute Tt ...... hr
20. Watershed or subarea T. or Tt (add Tt in steps 6, 1
4
U1??
UQ
10,147 ,1+
- OI??Y
UN?
? 0,01
D,oq + L I - O,o?l1
C
24,0
pQ .?l
t 0, ?2Z
0A +I
and 19) hi
(210-VI-T R.55, Second Ed., June 1986)

??-- D-,
110)"
k4k
Worksheet for Triangular Channel -:Fe 1ptkm--Z
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.030
Channel Slope 0.02200 ft/ft
Normal Depth 2.00 ft
Left Side Slope 6.00 ft/ft (H:V)
Right Side Slope 6.00 ft/ft (H:V)
Results
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type Supercritical
174.71 ft3/s
24.00 ft2
24.33 ft
24.00 ft
2.21 ft
0.01292 ft/ft
7.28 ft/s
0.82 ft
2.82 ft
1.28
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
0.00 ft
0.00 ft
0
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
0.00 ft
0.00 ft
Infinity fUs
Infinity ft/s
2.00 ft
2.21 ft
0.02200 ft/ft
0.01292 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
212212006 7:56:24 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page i of 1
Worksheet 3: Time of concentration (Tc) or travel time (Tt)
Project )I f N?(Z? , IY V By Date
Location Checked Date
Circle one: resen Developed
Circle one: Tt 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 floe (Applicable to Tc only) Segment ID
N'
1. Surface description (table 3-1) 4AArr
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L <-bOO ft) .......... ft 0
4. Two-yr 24-hr rainfall, P2 .................. in c1
5. Land slope, a ft/ft
6. Tt 03 0.00075(nL0) 04.8 Compute` Tt hr ?Q ?3 + ????
2 a
P20
Shallow concentrated flow Segment ID 1{ '
7. Surface description (paved or unpaved) ..... U N
8. Flow length, L ft 2?N
9. Watercourse slope, a ....................... ft/ft TO, oil
10. Average velocity, V (figure 3-1) ft/s
11. Tt ' 3600 V Compute Tt ...... hr + Q,Q
Channel flow Segment ID
12. Cross sectional flow area, a ft2
13. Wetted perimeter, pw ....................... ft
14. Hydraulic radius, r pa Compute r ....... ft
w
15. Channel slope, a ft/ft
16. Manning's roughness coeff., n so*
17. V . 1.49 r2/3 a1/2
n Compute V ......o ft/s
18. Flow length, L ............................. ft
19. Tt 3600 V Compute Tt hr +
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) hr OI??
(210-VI-TR-55, Second Ed., June 1986) N
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 2
Pre-Dev Area 1
•
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
• Drainage area = 20.61 ac
Basin Slope = 0.0%
Tc method = USER
• Total precip. = 3.70 in
Storm duration = 24 hrs
•

•
•
•
•
Q (cfs)
• n w nn
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 23.08 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 13.98 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 68,176 cuft
Pre-Dev Area 1
Hyd. No. 2 - 2 Yr
Q (cfs)
24.00
• 0 2 5 7
Hyd No. 2
•
•
•
•
20.00
16.00
12.00
8.00
4.00
I I I I I I I \ ' 0.00
9 12 14 16 19 21 23 26
Time (hrs)
2
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 3
Pre-Dev Area 2
•
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
• Drainage area = 26.20 ac
• Basin Slope = 0.0%
Tc method = USER
• Total precip. = 3.70 in
Storm duration = 24 hrs
•

•
•
•

• Q (cfs)
• no nn
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 27.71 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 15.54 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 87,751 cult
Pre-Dev Area 2
Hyd. No. 3 -- 2 Yr
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
?J
vvv 0 2 5 7
• Hyd No. 3
•
•
•
•
9 12 14 16 19 21 23 26
Time (hrs)
3

• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 4
Pre-Dev Areas 1-2 Combined
•
Hydrograph type = Combine
Storm frequency = 2 yrs
Inflow hyds. = 2, 3
•

•

•
•
•
•

• Q (cfs)
•
60.00
•
•
• 50.00
•
•
• 40.00
•
•
• 30.00
•
•
• 20.00
•
• 10.00
•
•
0 00
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 50.57 cfs
Time interval = 1 min
Hydrograph Volume = 155,927 cult
Pre-Dev Areas 1-2 Combined
Hyd. No. 4 - 2 Yr
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
• 0 2 5 7 9 12 14 16 19 21 23 26
•
Hyd No. 4 Hyd No. 2 Hyd No. 3 Time (hrs)
4
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 5
• Pre-Dev Area 3
•
Hydrograph type = SCS Runoff
• Storm frequency = 2 yrs
• Drainage area = 2.55 ac
Basin Slope = 0.0%
Tc method = USER
• Total precip. = 3.70 in
• Storm duration = 24 hrs

•
•
•
•
•
• Q (cfs)

Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 3.25 cfs
Time interval = 1 min
Curve number = 67
Hydraulic length = 0 ft
Time of conc. (Tc) = 11.76 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 8,790 cult
Pre-Dev Area 3
Hyd. No. 5 -- 2 Yr
Q (cfs)
4.00
3.00
2.00
1.00
0.00 1 1 j i 1 0.00
• 0 2 5 7 9 12 14 16 19 21 23 26
• Hyd No. 5 Time (hrs)
•
5

• Hydrograph Plot
•
. Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Pre-Dev Area 1

Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Drainage area = 20.61 ac
• Basin Slope = 0.0%
Tc method = USER
Total precip. = 4.75 in
• Storm duration = 24 hrs

Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 41.93 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 13.98 min
Distribution = Type II
Shape factor = 484
w
•
•
• Q (cfs)
Hydrograph Volume = 116,685 cuft
Pre-Dev Area 1
Hyd. No. 2 -- 5 Yr
Q (cfs)
50.00
• 0 2 5 7
• Hyd No. 2
i
•
•
•
40.00
30.00
20.00
10.00
1 ii 1 . -- ,---x 0.00
9 12 14 16 19 21 23 26
Time (hrs)
15
ii
Hydrograph Plot
•
Hydraflow Hydrographs by Intelisolve
i Hyd. No. 3
Pre-Dev Area 2

Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Drainage area = 26.20 ac
i Basin Slope = 0.0%
Tc method = USER
. Total precip. = 4.75 in
Storm duration = 24 hrs

Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 50.62 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 15.54 min
Distribution = Type II
Shape factor = 484
Qcfs
Hydrograph Volume = 150,188 cult
Pre-Dev Area 2
Hyd. No. 3 - 5 Yr
Q (cfs)
60.00

vvv 0 2 5 7
i Hyd No. 3
•
i
50.00
40.00
30.00
20.00
10.00
1 1111 1 i i N 0.00
9 12 14 16 19 21 23 26
Time (hrs)
16
• Hydrograph Plot
•
0 Hydraflow Hydrographs by Intelisolve
• Hyd. No. 4
Pre-Dev Areas 1-2 Combined
Hydrograph type = Combine
Storm frequency = 5 yrs
i Inflow hyds. = 2, 3
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 92.27 cfs
Time interval = 1 min
0
Q (cfs)
100 00

90
00
.

80
00 _
.

70
00
• .
•
60.00

50.00

40
00
.

30
00
.

20
00
.

10.00
•

U.UU
0 2 5 7 9
Hyd No. 4 Hyd No. 2
r
Hydrograph Volume = 266,873 cult
Pre-Dev Areas 1-2 Combined
Hyd. No. 4 -- 5 Yr
12 14 16
Hyd No. 3
19 21 23
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
U.UU
26
Time (hrs)
17

Hydrograph Plot

• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 5
Pre-Dev Area 3
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Drainage area = 2.55 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 4.75 in
a? Storm duration = 24 hrs

Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 5.75 cfs
Time interval = 1 min
Curve number = 67
Hydraulic length = 0 ft
Time of conc. (Tc) = 11.76 min
Distribution = Type II
Shape factor = 484
Q (cfs)
Hydrograph Volume = 14,862 cuft
Pre-Dev Area 3
Hyd. No. 5 - 5 Yr
Q (cfs)
6.00
vVV 0 2 5 7
Hyd No. 5
5.00
4.00
3.00
2.00
1.00
I / I I I I I I -N 1 0.00
9 12 14 16 19 21 23 26
Time (hrs)
18
•
Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 2
Pre-Dev Area 1
•
Hydrograph type = SCS Runoff
• Storm frequency = 10 yrs
Drainage area = 20.61 ac
• Basin Slope = 0.0%
Tc method = USER
• Total precip. = 5.50 in
• Storm duration = 24 hrs
•

•
•
•
•
• Q (cfs)
•
60.00
•
•
• 50.00
•
•
• 40.00
•
•
• 30.00
•
•
• 20.00
•
•
• 10.00
•
•
0 00
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 56.74 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 13.98 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 155,350 cuft
Pre-Dev Area 1
Hyd. No. 2 -10 Yr
Q (cfs)
60.00
• 0 2 5 7
• Hyd No. 2
•
•
•
•
50.00
40.00
30.00
20.00
10.00
I / I I I I I -?? 1 0.00
9 12 14 16 19 21 23 26.
Time (hrs)
28
•
• Hydrograph Plot
e
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 3
• Pre-Dev Area 2
e
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
• Drainage area = 26.20 ac
• Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.50 in
Storm duration = 24 hrs

29
VVIdu[ budy, IVRII Gu evuO, a.oo r1Y1
Peak discharge = 68.64 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 15.54 min
Distribution = Type II
Shape factor = 484
•
•
•
• Q (cfs)
Hydrograph Volume = 199,954 cult
Pre-Dev Area 2
Hyd. No. 3 -10 Yr
Q (cfs)
70.00
vvv 0 2 5 7
• Hyd No. 3
i
•
•
•
60.00
50.00
40.00
30.00
20.00
10.00
I I I 1 I 1 N 0.00
9 12 14 16 19 21 23 26
Time (hrs)
•
Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Pre-Dev Areas 1-2 Combined

Hydrograph type = Combine
Storm frequency = 10 yrs
• Inflow hyds. = 2,3
•

•
•
•
•
•
•
•
• Q (cfs)
•
140.00
•
•
120.00
•
•
• 100.00
•
• 80.00
•
•
60.00
•
40.00
•
•
• 20.00
•
• 0 00
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 125.26 cfs
Time interval = 1 min
Hydrograph Volume = 355,304 cult
Pre-Dev Areas 1-2 Combined
Hyd. No. 4 -10 Yr
Q (cfs)
140.00
0 2 5 7
Hyd No. 4 -
•
•
•
•
120.00
100.00
80.00
60.00
40.00
20.00
' ' 0.00
9 12 14 16 19 21 23 26
Time (hrs)
Hyd No. 2 Hyd No. 3
30
•
Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 5
• Pre-Dev Area 3
•

• Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
• Drainage area = 2.55 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 5.50 in
• Storm duration = 24 hrs
•
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 7.70 cfs
Time interval = 1 min
Curve number = 67
Hydraulic length = 0 ft
Time of conc. (Tc) = 11.76 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Q (cfs)
Hydrograph Volume = 19,675 cult
Pre-Dev Area 3
Hyd. No. 5 -10 Yr
Q (cfs)
8.00
6.00
4.00
2.00
0 2 5 7
• Hyd No. 5
•
•
•
•
9 12
' ' ' 0.00
14 16 19 21 23 26
Time (hrs)
31
•
Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 2
Pre-Dev Area 1

Hydrograph type = SCS Runoff
• Storm frequency = 25 yrs
• Drainage area = 20.61 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.45 in
Storm duration = 24 hrs

•
•
•
• Q (cfs)

Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 76.80 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 13.98 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 207,879 cult
Pre-Dev Area 1
Hyd. No. 2 - 25 Yr
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 5 7
Hyd No. 2
•
•
•
•
9 12 14 16 19 21 23 26
Time (hrs)
41
Hydrograph Plot
•
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Pre-Dev Area 2

Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
• Drainage area = 26.20 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 6.45 in
Storm duration = 24 hrs

Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 93.00 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 15.54 min
Distribution = Type II
Shape factor = 484
Pre-Dev Area 2
Q (cfs) Hyd. No. 3 - 25 Yr
100.00
90.00
80.00
70.00
6.0.00
50.00
40.00
30.00
20.00
. 10.00
Hydrograph Volume = 267,564 cult
0 2 5 7
• Hyd No. 3
9 12 14 16 19 21 23
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
- 1 0.00
26
Time (hrs)
42
•
• Hydrograph Plot

Hydraflow Hydrographs by Intellsolve
• Hyd. No. 4
• Pre-Dev Areas 1-2 Combined

• Hydrograph type = Combine
Storm frequency = 25 yrs
• Inflow hyds. = 2, 3 .

Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 169.61 cfs
Time interval = 1 min
•
•
•
•
•
•
• Q (cfs)
Hydrograph Volume = 475,443 cuft
Pre-Dev Areas 1-2 Combined
Hyd. No. 4 - 25 Yr
• vvv 0 2 5 7 9
• Hyd No. 4 Hyd No. 2
•
•
•
•
12 14
16
Hyd No. 3
19 21 23
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
- 1 0.00
26
Time (hrs)
43
i
Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 5
Pre-Dev Area 3

Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Drainage area = 2.55 ac
Basin Slope = 0.0%
A Tc method = USER
Total precip. = 6.45 in
Storm duration = 24 hrs
r
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 10.34 cfs
Time interval = 1 min
Curve number = 67
Hydraulic length = 0 ft
Time of conc. (Tc) = 11.76 min
Distribution = Type II
Shape factor = 484
Q (cfs)
Pre-Dev Area 3
Hyd. No. 5 -- 25 Yr
Hydrograph Volume = 26,191 cult
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 I I 1 1 1 1 1 - ' 0.00
0 2 5 7 9 12 14 16 19 21 23 26
Hyd No. 5 Time (hrs)
44
0
Hydrograph Plot
o Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
•
Pre-Dev Area 1

• Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Drainage area = 20.61 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 7.20 in
• Storm duration = 24 hrs
•
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 93.36 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 13.98 min
Distribution = Type II
Shape factor = 484
•
•
e
• Pre-Dev Area 1
• Q (cfs) Hyd. No. 2 - 50 Yr
100.00
90.00
80.00
• 70.00 _
• 60.00
• 50.00
40.00
- --- - . -
30.00
• 20.00
-_. --._--
0 10.00
0 00
Hydrograph Volume = 251,547 cuft
0 2 5 7
•
Hyd No. 2
•
0
•
9 12 14 16 19 21 23
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
1 0.00
26
Time (hrs)
54

• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 3
Pre-Dev Area 2
•
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Drainage area = 26.20 ac
Basin Slope = 0.0%
Tc method = USER
• Total precip. = 7.20 in
Storm duration = 24 hrs

Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 113.16 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 15.54 min
Distribution = Type II
Shape factor = 484
• Q (cfs)
inn nn
Hydrograph Volume = 323,771 cult
Pre-Dev Area 2
Hyd. No. 3 - 50 Yr
Q (cfs)
120.00
vvv 0 2 5 7
Hyd No. 3
•
100.00
80.00
60.00
40.00
20.00
I I I I 1 - ?? 1 0.00
9 12 14 16 19 21 23 26
Time (hrs)
55
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 4
Pre-Dev Areas 1-2 Combined
Hydrograph type = Combine.
Storm frequency = 50 yrs
Inflow hyds. = 2, 3
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 206.09 cfs
Time interval = 1 min
•
•
•
•
•
•
•
Q (cfs)
210.00
•
180.00
•
150.00
•
120.00
•
• 90.00
• 60.00
• 30.00
•
n nn
Hydrograph Volume = 575,318 cuft
Pre-Dev Areas 1-2 Combined
Hyd. No. 4 - 50 Yr
0 2 5 7
Hyd No. 4
•
•
•
•
9 12 14 16
Hyd No. 2 Hyd No. 3
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
19 21 23 26
Time (hrs)
56
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 5
• Pre-Dev Area 3
•
Hydrograph type = SCS Runoff
• Storm frequency = 50 yrs
Drainage area = 2.55 ac
Basin Slope = 0.0%
Tc method = USER
• Total precip. = 7.20 in
Storm duration = 24 hrs
•

•
•
s
•
• Q (cfs)

14.00
•
•
• 12.00
a
• 10.00
•
8.00
• 6.00
4.00
•
2.00
0 00
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 12.50 cfs
Time interval = 1 min
Curve number = 67
Hydraulic length = 0 ft
Time of conc. (Tc) = 11.76 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 31,592 cuft
Pre-Dev Area 3
Hyd. No. 5 - 50 Yr
Q (cfs)
14.00
• 0 2 5 7
Hyd No. 5
•
•
•
12.00
10.00
8.00
6.00
4.00
2.00
0.00
9 12 14 16 19 21 23 26
Time (hrs)
57
i
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
e Hyd. No. 2
• Pre-Dev Area 1
• Hydrograph type = SCS Runoff
• Storm frequency = 100 yrs
• Drainage area = 20.61 ac
Basin Slope = 0.0%
Tc method = USER
e Total precip. = 8.00 in
Storm duration = 24 hrs
•

•
•
•
•
• Q (cfs)
AAA AA
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 111.50 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 13.98 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 299,824 cuft
Pre-Dev Area 1
Hyd. No. 2 -100 Yr
Q (cfs)
120.00
e 0 2 5 7
• Hyd No. 2
•
•
e
•
100.00
80.00
60.00
40.00
20.00
i? I I I - , -I % 1 0.00
9 12 14 16 19 21 23 26
Time (hrs)
67
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intellsolve
• Hyd. No. 3
Pre-Dev Area 2
• Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 26.20 ac
Basin Slope = 0.0%
Tc method = USER
• Total precip. = 8.00 in
Storm duration = 24 hrs

Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 135.25 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 15.54 min
Distribution = Type II
Shape factor = 484
•
•
•
• Pre-Dev Area 2
Q (cfs) Hyd. No. 3 - 100 Yr
140.00
• 120.00
•
• 100.00
80.00
•
• 60.00
• 40.00
• 20.00
0 00
Hydrograph Volume = 385,909 cuft
• 0 2 5 7
Hyd No. 3
•
•
•
•
9 12 14 16 19 .21 23
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
-1- 0.00
26
Time (hrs)
68
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 4
• Pre-Dev Areas 1-2 Combined
• Hydrograph type = Combine
• Storm frequency = 100 yrs
• Inflow hyds. = 2, 3
•
•
•
•
•
•
•
•
Q (cfs)
•
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 246.06 cfs
Time interval = 1 min
Hydrograph Volume = 685,733 cult
Pre-Dev Areas 1-2 Combined
Hyd. No. 4 -100 Yr
Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0 0.00 ' ' ' ' www.- ' ' ' 0.00
• 0 2 5 7 9 12 14 16 19 21 23 26
Hyd No. 4 Hyd No. 2 Hyd No. 3 Time (hrs)
69

• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 5
Pre-Dev Area 3
• Hydrograph type = SCS Runoff
• Storm frequency = 100 yrs
• Drainage area = 2.55 ac
• Basin Slope = 0.0%
Tc method = USER
• Total precip. = 8.00 in
Storm duration = 24 hrs

•

•
•
Q (cfs)

15.00
•
•
• 12.00
• 9.00
•
•
6.00
•
• 3.00
0 00
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 14.87 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Hydrogr
Pre-Dev Area 3
Hyd. No. 5 -100 Yr
1 min
= 67
= Oft
= 11.76 min
= Type II
= 484
aph Volume = 37,552 cuft
Q (cfs)
15.00
12.00
9.00
6.00
3.00
_i i_i
0 2 5 7
• Hyd No. 5
•
•
0
9 12 14 16 19 21
0.00
23 26
Time (hrs)
70
APPENDIX C
do
4.
W?
A?
0
N 'r
POST-DEVELOPED AREA 3
TOTAL DA ° *--1.89 AC
CNw • 69
Tc - 5 UN,-""
i

J \
f l\
t
laETAL
:asv m
'OPi
7.6,,-)
f 7l,
P
NOTE: POST-DEVELOPED AREA
2 WAS INCLUDED IN TPE POND
DESIGN (DEVELOPED CONDITION,
USING A CN=95 AND Tc-5 MIN.
POST-DEVELOPED AeE
TOTAL DA - '--6.5 AC
CNw - 66
Tc = 8.76 M',N

y

T-77. -77
i• i l o 7
"?l I l I I I, W I 11 .I I I I I'I I I
I•,l I I I' l ?I l 'I I, I " 1 h I I 1 1
I ?- I I?I I I I I I?I I I I I tl I I ?Is?1 1 ? I I i'V1 1

_1_.
tg
a
\
x -
a3

ir'3ag ?.;,s g
PJ„
\.. l= , v
-po
• O
Cp
O ?, p
w
(ENJS\ AT\ `, \\\ \ °oyAV? 1
., •• •\ t, ,.',I 1, ,,, 1, ` ? , ` ,
' ? 1 ?"s^pr
r
11?AtfJYS E
=1
E
OFF-S /
PIKE n10't p33d5 dt?bn
v
ll?'"3?v 3'0
=9
yhv'j???d??tivH?1N e
f \ 0 '
owrFO Err OTHERS ? e
f OFF-SITE f e x
APE
a8 a OFP SITE ARG , ?7
X i F APE
Er rain w?'Q
? f, 1. x \ V /\ t 47AL DA
_ ._-'" J TLESDAYS ? I ?\ ?t .{ ? 1`
SIT - h ?f I` V1. ? ;?rV\Fi?l:? % '?•':? %, /7i ?;, ./i".
,1 P 6' r 11 I PIPS tt/ o i?';'4 ' .?
FfJR.f?_=Y
87
?T zr != 1 dac HICH AY
P ,;=? ?tORM1ER ROAD D
/ / k t , U5 HIGh'WAY 421
A;T', y, Vf..P,?EnE A"0TH RIGHT-OF-WAY
7 ?_??, dr1 '! d SPEED LIMIT 55 V,PH l % ASHBY ROAD
Y (ASPHALT GOOD CC?`lDITION 1 / «ue?az row M,nm .w.
r
- =
_.,---; ----`.t i. ?, -- --- - --_ ----? ---- - -------
? e7'3---fff - pf3,; - /b;?_• , a ,;??4-??, _&., POST-DE1/EL0PED
II
COX MADDOX R0A0
(SR isv) R,r ???
NOTE REFER TO INLET DRAINAGE AREA MAP D 2 A I N A G E A E A
35 Man AND OFF-SITE PiPc CALCULATIONS (APPENDIX E)
60' R/','r?_ FOR BYPASS SYSTEM AREAS AND FLOW CALCS
i
•
•
•
•
s
•
•
•
•
•
•
s
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
i
0
• Worksheet 3: Time of concentration (Tc) or travel time (Tt)
Proiect ohm, m . Nti By Date
Location _ Checked Date
Circle one: Present veld d'
Circle one: ?.Y Tt 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 Tc only) Segment ID
1. Surface description (table 3-1) ............
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L <.t00 ft) .......... ft
4. Two-yr 24-hr rainfall, P2 in
5. Land slope, s ft/ft
6. T . 0.007 (nL)0o8 Compute T ...... hr
t P 0.5 s0.4 t
2
Shallow concentrated flow Segment ID
7. Surface description (paved or unpaved) .....
8. Flow length, L ............................. ft
9. Watercourse slope, i ....................... ft/ft
10. Average velocity, V (figure 3-1) ft/s
11. Tt - 3600 V Compute Tt ...... hr
Channel flow Segment ID
12. Cross sectional flow area, a ft2
13. Wetted perimeter, pw ....................... ft
14. Hydraulic radius, r - pa Compute r ....... ft
w
15. Channel slope, a ft/ft
3
Ott
7e?

C
16. Manning's roughness coeff., n ..............
1.49 r2/3 sl/2
17. V - n Compute V ......0 ft/s
18. Flow length, L ............................. ft
19. Tt 3600 V Compute Tt ....., hr + tt
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) hr
? ?,1to n,,,n
(210NI-TR-55, Second Ed., June 1986)
D-
•
• Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
•
Hyd. No. 8
Post Dev Areal (to Pond)
• Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
• Drainage area = 50.00 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 3.70 in
• Storm duration = 24 hrs
•
•

•
• Q (cfs)
280.00

•
240.00

•
• 200
00
.
•

00
160
.
•
120
00
.

80
00
• .

40.00

•
Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00 0 00
• 0.0 2.0 4.0 6.0
• Hyd No. 8
•
•
•
•
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 261.42 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 586,904 cult
Post Dev Areal (to Pond)
Hyd. No. 8 - 2 Yr
8.0 10.0 12.0 14.0 16.0 18.0
20.0
Time (hrs)
•
• Hydrograph Plot

• Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
S Post-Dev Area 2 ( By-Pass Area 1)
• Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 6.50 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 3.70 in
• Storm duration = 24 hrs
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 8.95 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.8 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Post-Dev Area 2 (By-Pass Area 1)
Q (cfs)
Hyd. No. 9 - 2 Yr
A1116 A- -^
Hydrograph Volume = 21,502 cult
Q (cfs)
10.00
8.00
6.00
4.00
2.00
• 0 2 5 7
Hyd No. 9
•
•
•
•
0.00
9 12 14 16 19 21 23 26
Time (hrs)
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
• Post-Dev Area 3 (By-pass Area 2)
• Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
• Drainage area = 1.89 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 3.70 in
* Storm duration = 24 hrs
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 3.72 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Post-Dev Area 3 (By-pass Area 2)
• Q (cfs) Hyd. No. 10 - 2 Yr
w nn
Hydrograph Volume = 7,612 cult
Q (cfs)
4.00
3.00
2.00
1.00
• 0 2 5 7
• Hyd No. 10
•
•
•
0.00
9 12 14 16 19 21 23 26
Time (hrs)
I?
• Hydrograph Plot
•
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
Post-Dev Area 4 (By-pass Area 3)
• Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
! Drainage area = 0.10 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 3.70 in
Storm duration = 24 hrs
•
•
•
•
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 0.20 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 403 cult
0 Post-Dev Area 4 (By-pass Area 3)
. Q (cfs) Hyd. No. 11 - 2 Yr
• 0 2 5 7
• Hyd No. 11
•
•
•
•
9 12 14 16 19 21 23
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
26
Time (hrs)
•
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
• Post Dev Areal (to Pond)
• Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
• Drainage area = 50.00 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 4.75 in
• Storm duration = 24 hrs

•
•
•
•
•
Q (cfs)
• 350.00

•
•
• 300.00
•

250.00

• 200.00 _
•
•
150.00

• 100.00

50.00

Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
• 0.00 0 00
• 0.0 2.0 4.0 6.0
• Hyd No. 8
I•
•
•
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 341.55 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 780,879 cult
Post Dev Areal (to Pond)
Hyd. No. 8 - 5 Yr
8.0 10.0 12.0 14.0 16.0 18.0
20.0
Time (hrs)
•.
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
• Post-Dev Area 2 ( By-Pass Area 1)
• Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Drainage area = 6.50 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 4.75 in
Storm duration = 24 hrs
Hydrograph Volume = 36,800 cult
•
•
• Post-Dev Area 2 (By-Pass Area 1)
Q (cfs) Hyd. No. 9 -- 5 Yr
18.00
•
15.00
12.00
•
9.00
•
•
6.00
• 3.00
0 00
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 16.03 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.8 min
Distribution = Type II
Shape factor = 484
15.00
12.00
9.00
6.00
3.00

Q (cfs)
18.00
0 00
• 0 2 5 7
r Hyd No. 9
•
9 12 14 16 19 21 23 26
Time (hrs)
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
• Post-Dev Area 3 ( By-pass Area 2)
• Hydrograph type = SCS Runoff
• Storm frequency = 5 yrs
• Drainage area = 1.89 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 4.75 in
• Storm duration = 24 hrs
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 6.25 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Post-Dev Area 3 (By-pass Area 2)
Q (ofs) Hyd. No. 10 - 5 Yr
Hydrograph Volume = 12,578 cult
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
?VV 0 2 5 7
Hyd No. 10
•
•
•
11 ' ' 0.00
9 12 14 16 19 21 23 26
Time (hrs)
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 11
• Post-Dev Area 4 ( By-pass Area 3)
• Hydrograph type = SCS Runoff
• Storm frequency = 5 yrs
• Drainage area = 0.10 ac
• Basin Slope = 0.0%
Tc method = USER
• Total precip. = 4.75 in
• Storm duration = 24 hrs

•
•
•
•

Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 0.33 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 665 cult
• Post-Dev Area 4 (By-pass Area 3)
• Q (cfs) Hyd. No. 11 - 5 Yr
„ r-.,
• 0 2 5 7
• Hyd No. 11
•
•
•
9 12 14 16 19 21 23
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
26
Time (hrs)
i
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
i Hyd. No. 8
Post Dev Areal (to Pond)
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 50.00 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 5.50 in
i Storm duration = 24 hrs
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 398.44 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
i Q (cfs)
420.00

360
00
.

300.00

240
00
i .

•
180.00

120
00
i .

60.00

•

Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00 0 00
i 0.0 2.0 4.0 6.0
i Hyd No. 8
i
Ali
i
i
Hydrograph Volume = 919,988 cuft
Post Dev Areal (to Pond)
Hyd. No. 8 -10 Yr
8.0 10.0 12.0 14.0 16.0 18.0
20.0
Time (hrs)
• Hydrograph Plot
a _
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
• Post-Dev Area 2 ( By-Pass Area 1)
• Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 6.50 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.50 in
Storm duration = 24 hrs

•
•
•
•
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 21.56 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.8 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 48,994 cult
• Post-Dev Area 2 (By-Pass Area 1)
• Q (cfs) Hyd. No. 9 - 10 Yr
24.00

•
• 20
00
.

• 16
00
.

I
' • 12
00
.

• 8
00
.

• 4
00
.
• -- --------
- - -- - -- -
i
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
o.oo
• 0 2 5 7
• Hyd No. 9
•
•
•
•
9 12 14 16 19 21 23
o.oo
26
Time (hrs)
•
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
• Post-Dev Area 3 (By-pass Area 2)
Hydrograph type = SCS Runoff
i Storm frequency = 10 yrs
Drainage area = 1.89 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 5.50 in
• Storm duration = 24 hrs
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 8.20 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
Post-Dev Area 3 (By-pass Area 2)
• Q (cfs) Hyd. No. 10 -10 Yr
10.00
•
i 8.00
•
•
6.00
•
•
• 4.00
2.00
i
0 00
Hydrograph Volume = 16,472 cuft
i 0 2 5 7
Hyd No. 10
•
•
9 12 14 16 19 21 23
Q (cfs)
10.00
8.00
6.00
4.00
2.00
-- 1 0.00
26
Time (hrs)

• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
Post-Dev Area 4 (By-pass Area 3)
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 0.10 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.50 in
Storm duration = 24 hrs
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 0.43 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Post-Dev Area 4 (By-pass Area 3)
Q (cfs) Hyd. No. 11 -10 Yr
0.50
0.45
• 0.40
• 0.35
0.30
0.25
0.20
• 0.15
• 0.10
0.05
0.00
• 0 2 5 7
Hyd No. 11
9 12 14 16 19 21 23
Hydrograph Volume = 872 cult
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
26
Time (hrs)
a
Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Post Dev Areal (to Pond)
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Drainage area = 50.00 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.45 in
Storm duration = 24 hrs
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 470.20 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
Q (cfs)
490.00

• 420.00

350.00

280.00

210.00

140.00

70.00

Q (cfs)
490.00
420.00
350.00
280.00
210.00
140.00
70.00
Ah 0.00 0 00
• 0.0 2.0 4.0 6.0
Hyd No. 8
Hydrograph Volume = 1,096,591 cuft
Post Dev Areal (to Pond)
Hyd. No. 8 - 25 Yr
8.0 10.0 12.0 14.0 16.0 18.0
20.0
Time (hrs)
•
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 9
• Post-Dev Area 2 ( By-Pass Area 1)
• Hydrograph type = SCS Runoff
• Storm frequency = 25 yrs
• Drainage area = 6.50 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 6.45 in
• Storm duration = 24 hrs

•
•
•
•
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 28.97 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.8 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 65,561 cuft
• Post-Dev Area 2 (By-Pass Area 1)
• Q (cfs) Hyd. No. 9 - 25 Yr
Aft
? v.vv
0 2 5 7
• Hyd No. 9
•
•
•
0
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
' ' ' ' 0.00
9 12 14 16 19 21 23 26
Time (hrs)
i
• Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
! Post-Dev Area 3 ( By-pass Area 2)
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Drainage area = 1.89 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.45 in
Storm duration = 24 hrs
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 10.78 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Post-Dev Area 3 (By-pass Area 2)
Q (cfs) Hyd. No. 10 - 25 Yr
en nn
Hydrograph Volume = 21,708 cuft
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
• 0 2 5 7
Hyd No. 10
i?
1--? 0.00
9 12 14 16 19 21 23 26
Time (hrs)
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 11
• Post-Dev Area 4 ( By-pass Area 3)
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Drainage area = 0.10 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.45 in
• Storm duration = 24 hrs
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 0.57 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
w
•
•
•
Post-Dev Area 4 (By-pass Area 3)
• Q (cfs) Hyd. No. 11 - 25 Yr
• 1.00
•
0.90
• 0.80
• 0.70
•
0.60
•
• 0.50
•
0.40
•
• 0.30
• 0.20
•
0.10
•
• 0.00
• 0 2 5 7
• Hyd No. 11
•
•
•
•
9 12 14 16 19 21 23
Hydrograph Volume = 1,149 cult
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
26
Time (hrs)
•
• Hydrograph Plot
•
Hydraflow Hydrographs by Intelisolve
•
• Hyd. No. 8
• Post Dev Areal (to Pond)
• Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
• Drainage area = 50.00 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 7.20 in
• Storm duration = 24 hrs
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 526.69 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
• Hydrograph Volume = 1,236,227 cuft
•
•
•
•
Q (cfs)
560.00
•
•
• 480.00
•
• 400.00
•
•
• 320.00
•
• 240.00
•
•
• 160.00
•
• 80.00
•
•
• 0.00
•
•
•
•
•
0
Post Dev Areal (to Pond)
Hyd. No. 8 - 50 Yr
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
80.00
0.00

F-
).0
2.0 F-
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.1
Hyd No. 8
Time (hrs)
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
• Post-Dev Area 2 ( By-Pass Area 1)
• Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Drainage area = 6.50 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 7.20 in
• Storm duration = 24 hrs

•
•
•
•

Wednesday, Mar 29 2006, 5.36 PM
Peak discharge = 35.06 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.8 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 79,333 cult
• Post-Dev Area 2 (By-Pass Area 1)
• Q (cfs) Hyd. No. 9 - 50 Yr
40.00
•
•
30.00
0
•
•
• 20.00
•
•
•
•
0 10.00
•
0
•
0 0 00
Q (cfs)
40.00
30.00
20.00
10.00

• 0 2 5 7
• Hyd No. 9
•
•
9 12 14 16 19 21 23
1 0.00
26
Time (hrs)

Hydrograph Plot
•
. Hydraflow Hydrographs by In telisolve
Hyd. No. 10
Post-Dev Area 3 (B y-pass Area 2)
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Drainage area = 1.89 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.20 in
Storm duration = 24 hrs

r

Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 12.86 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 26,027 cult
w Post-Dev Area 3 (By-pass Area 2)
0 Q (cfs) Hyd. No. 10 - 50 Yr
Ift A A f%f%
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
. 0 2 5 7
Hyd No. 10
9 12 14 16 19 21
-rt---- % ' 0.00
23 26
Time (hrs)

• Hydrograph Plot
•
• Hydraflow Hydrographs by In telisolve
Hyd. No. 11
Post-Dev Area 4 (B y-pass Area 3)
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Drainage area = 0.10 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.20 in
Storm duration = 24 hrs

•
•
•
•
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 0.68 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type 11
Shape factor = 484
Hydrograph Volume = 1,377 cult
Post-Dev Area 4 (By-pass Area 3)
• Q (cfs) Hyd. No. 11 -- 50 Yr
1.00
•
0.90
•
0.80
0.70
•
0.60
•
• 0.50
•
• 0.40
•
0.30
0.20
•
0.10
•
• 0.00
• 0 2 5 7
• Hyd No. 11
•
•
•
•
9 12 14 16 19 21 23
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
26
Time (hrs)
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Post Dev Areal (to Pond)
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 50.00 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
Wednesday, Mar 29 2006, 5:37 PM
Peak discharge = 586.81 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
Q (cfs)
640.00
560.00
• 480.00
400.00
320.00
240.00
. 160.00
80.00
? 0 00
Hydrograph Volume = 1,385,318 cult
Post Dev Areal (to Pond)
Hyd. No. 8 -100 Yr
Q (cfs)
640.00
560.00
480.00
400.00
320.00
240.00
160.00
80.00
0 00
• 0.0 2.0 4.0 6.0
Hyd No. 8
8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
• Hydrograph Plot
0 Hydraflow Hydrographs by Intelisolve
0 Hyd. No. 9
i Post-Dev Area 2 ( By-Pass Area 1)
i Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 6.50 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
0
•
•

Wednesday, Mar 29 2006, 5:37 PM
Peak discharge = 41.79 cfs
Time interval = 1 min
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 8.8 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 94,559 cult
• Post-Dev Area 2 (By-Pass Area 1)
i Q (cfs) Hyd. No. 9 -100 Yr
50.00
•
•
• 40.00
i 30.00
20.00
10.00
0 00
i 0 2 5 7
Hyd No. 9
•
•
i
i
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 00
9 12 14 16 19 21 23 26
Time (hrs)
0
Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Post-Dev Area 3 (By-pass Area 2)
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 1.89 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs

Wednesday, Mar 29 2006, 5:37 PM
Peak discharge = 15.13 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 30,774 cult
• Post-Dev Area 3 (By-pass Area 2)
Q (cfs) Hyd. No. 10 -100 Yr
18.00
15.00
12.00
9.00
6.00
3.00
0.00
• 0 2 5 7
Hyd No. 10
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
9 12 14 16 19 21 23 26
Time (hrs)
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
• Post-Dev Area 4 ( By-pass Area 3)
• Hydrograph type = SCS Runoff
• Storm frequency = 100 yrs
Drainage area = 0.10 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
Wednesday, Mar 29 2006, 5:37 PM
Peak discharge = 0.80 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time "of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
• Post-Dev Area 4 (By-pass Area 3)
Q (cfs) Hyd. No. 11 -100 Yr
1.00
0.90
• 0.80
• 0.70
• 0.60
0.50
•
0.40
• 0.30
• 0.20
• 0.10
0.00
• 0 2 5 7
Hyd No. 11
•
9 12 14 16 19 21 23
Hydrograph Volume =1,628 cult
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
26
Time (hrs)
APPENDIX D
Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday, Mar 29 2006, 5:36 PM
Pond No. 1 - Detention Pond
. Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
• Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 400.00 79,507 0 0
• 1.00 401.00 83,892 81,700 81,700
2.00 402.00 88,384 86,138 167,838
3.00 403.00 92,987 90,686 258,523
4.00 404.00 97,707 95,347 353,870
. 5.00 405.00 102,520 100,114 453,984
6.00 406.00 107,391 104,956 558,939
7.00 407.00 112,317 109,854 668,793
8.00 408.00 117,300 114,809 783,602

• Culvert / Orifice Structu res
[A] [B] [C] [D]
• Rise (in) = 42.00 5.75 0.00 0.00
Span (in) = 42.00 5.75 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft) = 400.00 400.00 0.00 0.00
Length (ft) = 51.00 0.00 0.00 0.00
Slope (%) = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No
•
e
•
•
• Stage (ft)
. 8.00
6.00
4.00
• 2.00
000.
Weir Structures
[A] [B] [C] [D]
Crest Len (ft) = 4.00 20.00 50.00 0.00
Crest El. (ft) = 402.00 403.90 405.00 0.00
Weir Coeff. = 2.60 2.60 2.60 3.33
Weir Type = Broad Broad Broad -
Multi-Stage = Yes Yes No No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 it
Note: Culvert/0rifice outflows have been analyzed under inlet and outlet control.
r Stage / Discharge
Stage (ft)
8.00
0.00 80.00
Total Q
6.00
4.00
2.00
' 0.00
160.00 240.00 320.00 400.00 480.00 560.00 640.00 720.00 800.00
Discharge (cfs)
Pond Re ort
Hydraflow Hydrographs by Intelisolve
Pond No. 1 - Detention Pond
Pond Data
. Pond storage is based on known contour areas. Average end area method used.
! Stage / Storage Table
Wednesday, Mar 29 2006, 5:54 PM
• Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)

• 0.00 400.00 79,507 0 0
1.00 401.00 83,892 81,700 81,700
2.00 402.00 88,384 86,138 167,838
3.00 403.00 92,987 90,686 258,523

• 4.00 404.00 97,707 95,347 353,870
5.00 405.00 102,520 100,114 453,984

• 6.00 406.00 107,391 104,956 558,939
7.00 407.00 112,317 109,854 668,793
8.00 408.00 117,300 114,809 783,602
• Culvert / Orifice Structures
• [A] [B] [C]
Rise (in) = 42.00 5.75 0.00
• Span (in) = 42.00 5.75 0.00
No. Barrels = 1 1 0
. Invert El. (ft) = 400.00 400.00 0.00
Length (ft) = 51.00 0.00 0.00
• Slope (%) = 1.00 0.00 0.00
N-Value = .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.00
Multi-Stage = n/a Yes No
•
•
•
•
•
•
• Stage (ft)
Weir Structures
[D] [A] [B] [C] [D]
0.00 Crest Len (ft) = 4.00 20.00 50.00 0.00
0.00 Crest El. (ft) = 402.00 403.90 405.00 0.00
0 Weir Coeff. = 2.60 2.60 2.60 3.33
0.00 Weir Type = Broad Broad Broad -
0.00 Multi-Stage = Yes Yes No No
0.00
.000
0.00
No Exfiltration = 0 .000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage / Storage
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control
Stage (ft)
8.00
6.00
4.00
2.00
• - -- 0
Storage
200,000
400,000
600,000
0.00
800,000
Storage (cult)
9
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
Pond Routing
Hydrograph type = Reservoir
Storm frequency = 2 yrs
. Inflow hyd. No. = 8
Reservoir name = Detention Pond
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 27.80 cfs
Time interval = 1 min
Max. Elevation = 403.89 ft
Max. Storage = 343,464 cuft
• Storage indication method used.
Q (cfs)
qW 280.00

240
00
.

200
00
.

160
00
• .
r _

120.00

80
00
.

40.00
- --- - ----- ---.. _-._.. ------ --- - -

Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00 I I- 0 00
0 5 10 15 19
Hyd No. 14 Hyd No. 8
0
Pond Routing
Hyd. No. 14 - 2 Yr
Hydrograph Volume = 487,554 cult
24 29
34
39 44
48
Time (hrs)
i
• Hydrograph Plot
•
Hydraflow Hydrographs by lntelisolve
Hyd. No. 14
Pond Routing
Hydrograph type = Reservoir
Storm frequency = 5 yrs
Inflow hyd. No. = 8
Reservoir name = Detention Pond
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 67.86 cfs
Time interval = 1 min
Max. Elevation = 404.83 ft
Max. Storage = 437,225 cuft
• Storage indication method used.
•
0
• Q (cfs)
Ah „^
Hydrograph Volume = 679,666 cuft
Pond Routing
Hyd. No. 14 -- 5 Yr
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0 5 10 15 19
• Hyd No. 14 Hyd No. 8
I?
•
•
0
0.00
24 29 34 39 44 48
Time (hrs)
•
• Hydrograph Plot
•
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
• Pond Routing
• Hydrograph type = Reservoir
• Storm frequency = 10 yrs
• Inflow hyd. No. = 8
• Reservoir name = Detention Pond
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge
Time interval
Max. Elevation
Max. Storage
= 118.39 cfs
= 1 min
= 405.41 ft
= 496,711 cuft
Storage indication method used.
•
•
•
•
• Q (cfs)
r
420.00

360
00
- .

300
00
.

240
00
.

•
180.00

• 120
00
.

60.00
•
•

Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00 n nn
• 0 3 6 9 11
Hyd No. 14 Hyd No. 8
•
•
•
Hydrograph Volume = 817,751 cuft
Pond Routing
Hyd. No. 14 -10 Yr
14 17 20 23 26 28
31
Time (hrs)
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 14
• Pond Routing
• Hydrograph type = Reservoir
Storm frequency = 25 yrs
• Inflow hyd. No. = 8
• Reservoir name = Detention Pond
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 211.88 cfs
Time interval = 1 min
Max. Elevation = 405.94 ft
Max. Storage = 552,780 cuft
• Storage Indication method used.
•
•
•
•
•
•
Q (cfs)
Hydrograph Volume = 993,292 cult
Pond Routing
Hyd. No. 14 - 25 Yr
Q (cfs)
490.00
420.00
350.00
280.00
210.00
140.00
70.00
• 0 3 5 8 11
Hyd No. 14 Hyd No. 8
•
•
•
•
1 0.00
13 16 19 21 24 27
Time (hrs)

• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 14
• Pond Routing
• Hydrograph type = Reservoir
• Storm frequency = 50 yrs
• Inflow hyd. No. = 8
• Reservoir name = Detention Pond
Wednesday, Mar 29 2006, 5:36 PM
Peak discharge = 282.09 cfs
Time interval = 1 min
Max. Elevation = 406.26 ft
Max. Storage = 588,018 cuft
storage indication method used.
•
•
Q (cfs)
COA nn
Hydrograph Volume = 1,132,221 cult
Pond Routing
Hyd. No. 14 - 50 Yr
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
80.00
vvv 0 3 5 8 10
Hyd No. 14 Hyd No. 8
0.00
13 15 18 20 23 25 28
. Time (hrs)
Hydrograph Plot
•
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
Pond Routing
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 8
e Reservoir name = Detention Pond
Wednesday, Mar 29 2006, 5:37 PM
Peak discharge = 353.84 cfs
Time interval = 1 min
Max. Elevation = 406.56 ft
Max. Storage = 620,420 cuft
e Storage indication method used.
•
e
e
e
•
e
Q (cfs)
MAn nn
Hydrograph Volume = 1,280,659 cult
Pond Routing
Hyd. No. 14 -100 Yr
e 0 3 5 8 10
e Hyd No. 14 Hyd No. 8
•
•
•
e
Q (cfs)
640.00
560.00
480.00
400.00
320.00
240.00
160.00
80.00
0.00
13 15 18 20 23 25 28
Time (hrs)
•
4PREELAND and KAUFFMAN, INC.
NG/NEER9 • LANDSCAPE ARCHITECTS
4k09 West Stone Avenue
reenville, South Carolina 29609
Telephone [phone]
Wx 864233-8915
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3. General
a. Basin shape should minimize dead storage areas and short circuiting. Length to width
ratios should be 3:1 or greater. (Barfield, et al., 1981, pp. 426=429; Florida DEP, 1982,
pg. 6-289).
b. If the basin is used as a sediment trap during construction, all sediment deposited during
construction must be removed before normal; operation begins.
c. Aquatic vegetation should be included for a wetland type detention basin (Maryland
DNR, March 1987; Schueler, 1987, Chapter 4 and 9). A minimum ten foot wide shallow
sloped shelf is needed at the edge of the basin for safety and to provide appropriate
conditions for aquatic vegetation (Schueler, 1987). This shelf should be sloped 6:1 or
flatter and extend to a depth of.2 feet below the surface of the permanent pool (Shaver
and Maxted, DNREC, 1994). A list of suitable wetland species and propagation
techniques are provided in Schueler (1987) and Maryland DNR (1987).
d. An emergency drain (with a pipe sized to drain the pond in less than 24 hours) should be
installed in all ponds to allow access for riser repairs and sediment removal (Schueler,
1987).
Table 1.1 Surface Area to Drainage Area Aatio vor Permanent Pool Sizing For 85% Pollutant
Removal Efficiency in the Piedmont
% Impervious
1
1
Cover 3.0 4.0. 5.0 6.0 7.0 8.0 9.0
10 050. .049 0:43 035 0
31 0
29 0
26
20 .0.97 0.79 0.70 0.59 .
0.51 .
0.46 -
0.44
30 1'.34 1.08' 0.97 .0.83- 0.70 0.64 0.62
40' 1.73. 1.43 1.25 1.05 - 0.90 :0.82 0.77 '
50 2.06 1.73 1:50. 1.30. L09 1.00 0.92'
60 2.40 2.03 1.71 1.51 1.29. 1.18 1.10
70 2.88. 2.40 2.07 1.79' 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 .3.74 3.10, 2.66. 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
Coastal SA/DA ratios can be obtained from the local DWQ Regional Office.
5
e,
STORMWATER MANAGEMENT POND
(TEMPORARY POOL)
Elevation Area Average Area Pond Volume Total Volume Cumulative Volume
(FT) (SF) (SF) (CF) (CF) (CF)
400.0 79,507 0 0 0
81,700
401.0 83,892 81,700 81,700 81,700
86,138
402.0 88,384 86,138 86,138 167,838
90,686
403.0 92,987 90,686 90,686 258,523
99,267
404.0 105,547 99,267 99,267 357,790
109,885
405.0 114,222 109,885 109,885 467,675
118,643
406.0 123,064 118,643 118,643 586,318
127,517
407.0 131,970 127,517 127,517 713,835
136,452
408.0 140,933
136,452 136,452
80,228s ?I
STORMWATER MANAGEMENT POND
(PERMANENT POOL)
Elevation Area Average Area Volume Cumulative Volume
(FT) (SF) (SF) (CF) (CF)
--3
65,014
397.0 66,992 65,014 65,014
69,024
398.0 71,056 69,024 134,038
73,142
399.0 75,228 73,142 207,180
77,368
400.0 79,507 77,368 284,548
FOREBAY AREA #1
Elevation Area Average Area Volume Cumulative Volume
(FT) (SF) (SF) (CF) (CF)
396.0 4,894 0 0
5,792
397.0 5,757 5,792 5,792
6,722
398.0 6,689 6,722 12,514
7,188
399.0 7,687 7,188 19,702
8,216
400.0 8,745 8,216 27,918
FOREBAY AREA #2
Elevation Area Average Area Volume Cumulative Volume
(FT) (SF) (SF) (CF) (CF)
396.0 4,682 0 0
272
397.0 5,875 5,279 5,279
6,524
398.0 7,173 6,524 11,803
7,873
399.0 8,573 7,873 19,676
9,323
400.0 10,072 9,323 28,998
Total S6,916
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Storm Sewer Summary Report
Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 63-64 98.84 48 c 36.0 388.56 389.14 1.611 391.57 392.08 1.32 End
2 64-65 98.96 48 c 93.0 389.24 390.14 0.968 393.40 393.68 0.49 1
3 65766 99.29 48 c 249.0 390.24 392.66 0.972 394.18 395.61 0.70 2
4 66-67 99.76 48 c 352.0 392.76 395.58 0.801 396.31 398.53 0.23 3
5 67-68 100.3 48 c 352.0 395.68 398.50 0.801 398.77 401.46 2.36 4
6 68-69 56.00 48 c 268.0 398.60 400.75 0.802 403.82 404.15 0.06 5
7 69-70 56.46 48 c 268.0 400.85 403.00 0.802 404.20 405.22 1.45 6
8 70-70A 4.01 24 c 51.0 404.50 409.00 8.824 406.67 409.71 0.25 7
9 68-68A 3.86 24 c 268.0 399.98 404.00 1.500 403.82 404.70 0.24 5
Project File: bypass2 (no 60 inch).stm Number of lines: 9 Run Date: 03-29-2006
NOTES: c = circular, e = elliptical; b = box; Return period = 25 Yrs.; * Indicates surcharge condition.
Hydraflow Storm Sewers 2003
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Storm Sewer Summary Report
Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 3-4 190.8 54 c 13.0 407.00 407.10 0.769 411.24 411.35 2.34 End
2 4-5 138.8 48 c 180.0 407.20 408.10 0.500 413.69* 415.37* 0.28 1
3 5-6 138.9 48 c 113.0 408.20 408.77 0.504 415.66* 416.71 * 1.61 2
4 6-7 137.4 48 c 140.0 414.19 415.59 1.000 418.33 419.57 2.05 3
5 7-8 112.3 48 c 111.0 415.69 416.80 1.000 421.62* 422.30* 0.62 4
6 8-9 97.45 48 c 231.0 416.90 419.11 0.957 422.92* 423.98* 0.47 5
7 9-10 76.68 48 c 79.0 419.21 420.00 1.000 424.45* 424.68* 0.58 6
8 4-11 52.65 54 c 208.0 407.20 408.57 0.659 413.69* 413.84* 0.08 1
9 11-12 52.88 54 c 201.0 408.67 410.00 0.662 413.92 414.04 0.10 8
10 12-13 11.30 54 c 195.0 410.50 416.00 2.821 414.13 416.96 0.32 9
11 6-6A 2.45 24 c 86.0 415.19 417.33 2.488 418.33 418.32 0.02 3
12 6A-613 1.32 18 c 69.0 417.43 418.47 1.507 418.34 418.91 0.15 11
Project File: bypassl.stm Number of lines: 12 Run Date: 03-29-2006
NOTES: c = circular, e = elliptical; b = box; Return period = 25 Yrs.; * Indicates surcharge condition.
Hydraflow Storm Sewers 2003
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Worksheet for Circular Pipe - Off-Site Pipe 1
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.013
Channel Slope 0.01000 fUft
Normal Depth 1.41 ft
Diameter 1.50 ft
Results
Discharge 11.30 ft3/s
Flow Area 1.72 ft2
Wetted Perimeter 3.97 ft
Top Width 0.71 ft
Critical Depth 1.28 ft
Percent Full 94.0 %
Critical Slope 0.01078 ft/ft
Velocity 6.55 ft/s
Velocity Head 0.67 ft
Specific Energy 2.08 ft
Froude Number 0.74
Maximum Discharge 11.30 ft3/s
Discharge Full 10.50 fV/s
Slope Full 0.01157 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 It
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 94.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.001
212212006 8:54:17 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
Worksheet for Circular Pipe - Off-Site Pipe 1
GVF Output Data
Normal Depth 1.41 ft
Critical Depth 1.28 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.01078 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster 108.01.058.001
212212006 8:54:17 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for Circular Pipe - Off-Site Pipe 2

Pro}ect Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.013
Channel Slope 0.01000 ft/ft
Normal Depth 1.89 ft
Diameter 2.00 ft
Results
Discharge 24.33 ft'/s
Flow Area 3.07 ft'
Wetted Perimeter 5.34 ft
Top Width 0.91 ft
Critical Depth 1.74 ft
Percent Full 94.5 %
Critical Slope 0.01052 ft/ft
Velocity 7.91 ft/s
Velocity Head 0.97 ft
Specific Energy 2.86 ft
Froude Number 0.76
Maximum Discharge 24.33 ft3/s
Discharge Full 22.62 ft /s
Slope Full 0.01156 Tuft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 94.50 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity fUs
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.001
212212006 8:54:28 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
Worksheet for Circular Pipe - Off-Site Pipe 2
GVF Output Data
Noirnal Depth 1.89 ft
Critical Depth 1.74 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.01052 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
2122/2006 8:54:28 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
Worksheet for Circular Pipe - Off-Site Pipe 3

Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.013
Channel Slope 0.01700 Wit
Normal Depth 1.89 ft
Diameter 2.00 ft
Results
Discharge 31.72 ft'/s
Flow Area 3.07 ft2
Wetted Perimeter 5.34 ft
Top Width 0.91 ft
Critical Depth 1.89 ft
Percent Full 94.5 %
Critical Slope 0.01699 ft/ft
Velocity 10.32 ft/s
Velocity Head 1.65 ft
Specific Energy 3.54 It
Froude Number 0.99
Maximum Discharge 31.73 W/s
Discharge Full 29.49 ft3/s
Slope Full 0.01966 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 94.50 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
212212006 8:54:35 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
Worksheet for Circular Pipe - Off--Site Pipe 3
-
GVF Output Data
Normal Depth 1.89 ft
Critical Depth 1.89 ft
Channel Slope 0.01700 ft/ft
Critical Slope 0.01699 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
212212006 8:54:35 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
Worksheet for Circular Pipe - Off-Site Pipe 4

Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.013
Channel Slope 0.01000 ft/ft
Normal Depth 1.41 ft
Diameter 1.50 ft
Results
Discharge 11.30 fr/s
Flow Area 1.72 ft2
Wetted Perimeter 3.97 ft
Top Width 0.71 ft
Critical Depth 1.28 ft
Percent Full 94.0 %
Critical Slope 0.01078 ft/ft
Velocity 6.55 ft is
Velocity Head 0.67 ft
Specific Energy 2.08 ft
Froude Number 0.74
Maximum Discharge 11.30 fP/s
Discharge Full 10.50 ft'/s
Slope Full 0.01157 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 94.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.09].
212212006 8:54:40 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
Worksheet for Circular Pipe - Off-Site Pipe 4
GVF Output Data
Normal Depth 1.41 ft
Critical Depth 1.28 ft
Channel Slope 0.01000. ft/ft
Critical Slope 0.01078 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
212212006 8:54:40 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
Worksheet for Circular Pipe - Off-Site Pipe 5
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.013
Channel Slope 0.01000 ft/ft
Normal Depth 1.41 ft
Diameter 1.50 ft
Results
Discharge 11.30 fN/s
Flow Area 1.72 ft2
Wetted Perimeter 3.97 ft
Top Width 0.71 ft
Critical Depth 1.28 ft
Percent Full 94.0 %
Critical Slope 0.01078 ft/ft
Velocity 6.55 ft/s
Velocity Head 0.67 ft
Specific Energy 2.08 ft
Froude Number 0.74
Maximum Discharge 11.30 ft'/s
Discharge Full 10.50 ft°/s
Slope Full 0.01157 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 94.00 %
Downstream Velocity - Infinity ft/s
Upstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.001
212212006 8:54:46 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
Worksheet for Circular Pipe - Off-Site Pipe 5
GVF Output Data
Normal Depth 1.41 ft
Critical Depth 1.28 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.01078 ft/ft
•
. Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster 108.01.058.00]
212212006 8:54:46 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
•
Worksheet for Circular Pipe - Off-Site Pipe 6
Project Descriptions
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.013
Channel Slope 0.02000 ft/ft
Normal Depth 1.88 ft
Diameter 2.00 ft
Results
Discharge 34.41 ft'/s
Flow Area 3.06 ft2
Wetted Perimeter 5.29 ft
Top Width 0.95 ft
Critical Depth 1.92 ft
Percent Full 94.0 %
Critical Slope 0.02012 ft/ft
Velocity 11.23 ft/s
Velocity Head 1.96 ft
Specific Energy 3.84 ft
Froude Number 1.10
Maximum Discharge 34.41 fP/s
Discharge Full 31.99 fN/s
Slope Full 0.02314 ft/ft
Flow Type SuperCritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Average End Depth Over Rise
Normal Depth Over Rise
Downstream Velocity
Upstream Velocity
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
0.00 %
94.00 %
Infinity ft/s
Infinity ft/s
Bentley Systems, Inc. Haestad Methods Solution Center . FlowMaster [08.01.058.001
312912006 3:40:40 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page ' 1 of 2
Worksheet for Circular Pipe - Off-Site Pipe 6
GVF Output Data
Normal Depth 1.88 ft
Critical Depth 1.92 ft
Channel Slope 0.02000 ft!ft
Critical Slope 0.02012 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster 108.01.058.00]
312912006 3:40:40 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
Worksheet for Circular Pipe - Off-Site Pipe 7
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient
Channel Slope
Normal Depth
Diameter
Results
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Average End Depth Over Rise
Normal Depth Over Rise
Downstream Velocity
Upstream Velocity
0.013
0.02600 ft/ft
2.35 ft
2.50 ft
71.14 ft'/s
4.79 ft2
6.62 ft
1.19 ft
2.44 ft
94.0 %
0.02681 ft/ft
14.86 ft/s
3.43 ft
5.78 ft
1.30
71.14 ft'/s
66.13 ft'/s
0.03008 ft/ft
SuperCritical
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
0.00 %
94.00 %
Infinity ft/s
Infinity ft/s
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
3/2912006 4:24:31 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
Worksheet for Circular Pipe - Off-Site Pipe 7
GVF Output Data
Normal Depth 2.35 ft
Critical Depth 2.44 ft
Channel Slope 0.02600 ft/ft
Critical Slope 0.02681 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
312912006 4:24:31 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
Worksheet for Circular Pipe - Off-Site Pipe 8

Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.013
Channel Slope 0.01400 ft/ft
Normal Depth 1.41 ft
Diameter 1.50 ft
Results
Discharge 13.37 Wls
Flow Area 1.72 ft2
Wetted Perimeter 3.97 ft
Top Width 0.71 ft
Critical Depth 1.36 ft
Percent Full 94.0 %
Critical Slope 0.01416 ft/ft
Velocity 7.76 fUs
Velocity Head 0.93 ft
Specific Energy 2.34 ft
Froude Number 0.88
Maximum Discharge 13.37 ft3/s
Discharge Full 12.43 ft3/s
Slope Full 0.01620 ft/ft
Flow Type SubCntical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 94.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.001
212212006 8:54:59 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
Worksheet for Circular Pipe - Off-Site Pipe 8
GVF Output Data
Normal Depth
Critical Depth
Channel Slope
Critical Slope
1.41 ft
1.36 ft
0.01400 ft/ft
0.01416 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
212212006 8:54:59 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
Worksheet for Circular Pipe - Off-Site Pipe 9
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.013
Channel Slope 0.01000 ft/ft
Normal Depth 1.41 ft
Diameter 1.50 ft
Results
Discharge 11.30 ft'/s
Flow Area 1.72 ft2
Wetted Perimeter 3.97 ft
Top Width 0.71 ft
Critical Depth 1.28 ft
Percent Full 94.0 %
Critical Slope 0.01078 ft/ft
Velocity 6.55 ft/s
Velocity Head 0.67 ft
Specific Energy 2.08 ft
Froude Number 0.74
Maximum Discharge 11.30 ft'/s
Discharge Full 10.50 ft3/s
Slope Full 0.01157 fUft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 94.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.001
2122/2006 8:55:04 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
Worksheet for Circular Pipe - Off-Site Pipe 9
GVF Output Data
Normal Depth 1.41 ft
Critical Depth 1.28 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.01078 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.001
2/2212006 8:55:04 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
Worksheet for Circular Pipe - Off-Site Pipe 10
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.013
Channel Slope 0.01000 ft/ft
Normal Depth 1.41 ft
Diameter 1.50 ft
Results
Discharge 11.30 ft3/s
Flow Area 1.72 ft'
Wetted Perimeter 3.97 ft
Top Width 0.71 ft
Critical Depth 1.28 ft
Percent Full 94.0 %
Critical Slope 0.01078 ft/ft
Velocity 6.55 ft/s
Velocity Head 0.67 ft
Specific Energy 2.08 ft
Froude Number 0.74
Maximum Discharge 11.30 ft3/s
Discharge Full 10.50 ft'/s
Slope Full 0.01157 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF' Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 94.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.001
212212006 8:55:08 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
Worksheet for Circular Pipe - Off-Site Pipe 10
GVF Output Data
Normal Depth 1.41 ft
Critical Depth 1.28 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.01078 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
212212006 8:55:08 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
Worksheet for Circular Pipe - Off-Site Pipe 11
GVF Output Data
Normal Depth 1.41 ft
Critical Depth 1.48 ft
Channel Slope 0.04000 ft/ft
Critical Slope 0.04215 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
212212006 8:55:13 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of . 2
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APPENDIX F
WREELAND and KAUFFMAN, INC.
NGINEERS • LANDSCAPE ARCHITECTS
009 West Stone Avenue S A-M FOA m t?
0reenville, South Carolina 29609 Job -y Job No.
elephone 864233-5497 Computed By
Wax 864233-8915
Checked By_
EREN E !CalcUlati n Fdr. l_s ?'I LN ' I
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Hydrograph Plot
•
Hydraflow Hydrographs by Intelisolve
Hyd. No. 18
Sediment Basin D rainage Area
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 50.00 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 5.50 in
Storm duration = 24 hrs
Friday, Mar 24 2006, 11:11 AM
Peak discharge = 373.64 cfs
Time interval = 1 min
Curve number = 90
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
i
Sediment Basin Drainage Area
Q (cfs) Hyd. No. 18 -10 Yr
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
n nn
Hydrograph Volume = 816,052 cult
• 0.0 2.0 4.0 6.0
Hyd No. 18
8.0 10.0 12.0 14.0 16.0 18.0
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00
20.0
Time (hrs)
Worksheet for Circular Pipe - On-Site 24 inch
GVF Output Data
Normal Depth 1.89 ft
Critical Depth 1.74 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.01052 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
311412006 7:06:44 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2