20060002 Ver 4_Stormwater Info_20100108

FIZFFLAND and KAUFFMAN, INC.

January 7, 2010
Re:
To:
Division of Water Quality, 401 Unit
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604
(919.715.3425)
Shoppes at Holly Springs, NC (Walmart Shopping Center)
Town of Holly Springs, Wake County
DWQ W No. 06-0002 v4
Stormwater Management (SMP) Plan Modification Submittal Package
Dear Ms. Lucas:
Please find enclosed the submittal documents for the above-referenced Stormwater Management
Plan Modification. Included are the following:
• Narrative of the requested SMP Modification
• (3) sets of design plans for the SMP Modification, signed/sealed
• Stormwater Wetlands BMP Supplement for the modified pond system, signed/sealed
• Stormwater Management Report for the existing on-site stormwater management system,
dated 1/4/07, previously approved by the Town of Holly Springs and NCDENR
• USGS Map excerpt for the project area
• Wake County GIS Soil Survey for the project area
Please process the enclosed information for review and modification of the above-referenced
Stormwater Management Plan approval. Should you have any questions or need additional
information, please contact me directly at 864.672.3441 or [e-mail] to discuss.
T o,
Mike Ranks
cc: Stephen Rainer, JSSR Investments
Darin Eyster, Town of Holly Springs
209 West Stone Avenue • Greenville. South Carolina 29609 . Telephone [phone] • Fax [phone]
JA Al 0
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FREELAND and KAUFFMAN, INC.
E R$ • booscAPE ARQ'rmcm
January 7. 2010
To:
Division of Water Quality, 401 Unit
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604
Re: Shoppes at Holly Springs, NC (Walmart Shopping Center)
Town of Holly Springs, Wake County
DWQ EXP No. 06-0002v4
Stormwater Management Plan Modification NARRATIVE
Dear Ms. Lucas:
The above-referenced project was initially designed and approved by NCDENR on
7/19/06, in conjunction with a 401 Water Quality Certification (DWQ EXP. No. 06-
0002). The stormwater management system for this project consists of an extended
detention wetlands pond.
The emergent wetlands plantings which were specified for the interior of this extended
detention wetlands facility have not become established. The Owner has asked Freeland
and Kauffman to provide recommendations and a design for modifying the existing pond,
to help promote wetlands plant viability.
Following consultation with Retention Pond Services, a pond maintenance specialty firm,
several likely reasons for failure of the initial wetlands plantings have been established.
These include:
1. Permanent Pool Depth: This pond was designed and approved under the
NCDENR BMP guidelines which were in effect at the time of the project (1999
BMP Manual). The 1999 standard required the primary planting zones to be
installed at water depths ranging from 9 inches to 18 inches. NCDENR's revised
guidelines, issued in 2007, modified the design for the stormwater wetlands, and
established the primary planting zones at water depths of 0 inches (shallow land)
and 3 to 6 inches (shallow water). Our experience in observation of several
extended detention wetlands facilities constructed under the 1999 standard
concurs with the DENR's change to the BMP guidelines - the previous planting
depths are too deep for plant establishment.
2. Wildlife: This pond has strong evidence of goose populations. The young
wetlands plants are negatively impacted by wildlife feeding, and measures must
be taken to control this population in order to establish the wetlands plants.
3. Topsoil: We believe that the upper layer of soil on the planting shelves of the
detention pond may not be appropriate to support the specified plant life, and that
new topsoil and/or soil amendments may be necessary.
209 West Stone Avenue • Greenville, South Carolina 29609 • Telephone [phone] • Fax [phone]
We are proposing the following measures to modify the existing pond, in effort to
promote survivability of the wetlands plantings:
A) Place new topsoil on the four emergent planting shelves within the interior of the
pond. The four shelves have a total surface area of approximately 48,000 s.£, and
it is estimated that 6-inch average depth of topsoil will be placed on these shelves.
With the additional topsoil in place, the water depth over top of the wetlands
plantings will be reduced to an average of approximately 4 to 8 inches. These
four large interior planting shelves will become the "shallow water" planting
areas contemplated by the 2007 Stormwater BMP Manual. The existing
perimeter plantings around the edge of the permanent pool, will remain in place
and will become the "shallow land" plantings contemplated by the Manual.
B) Prior to placement of the topsoil, perform a soil test and amend the topsoil as
needed (lime and/or fertilizer).
Q Re-plant the emergent planting shelves in accordance with an updated planting
plan.
D) Install goose fence around the perimeter of each of the emergent planting shelves.
This fence should help minimize the impacts of wildlife on the newly planted
wetlands plants during the establishment period.
This proposal will maintain the original design functionality of the pond, but will modify
the planting shelves to encourage "shallow water" emergent plant growth. Because the
planting shelves will continue to be submerged by the permanent pool, the storage
volumes and flood attenuation aspects of the pond will not be altered.
We are proposing the measures discussed herein as a formal modification to the original
stormwater plan approval. Enclosed are several drawings and supporting documentation
for the proposed stormwater pond modifications, to assist in your review. Should you
have any questions or comments, or should you require additional information, please
contact me directly at 864.672.3441 or mranksgfk-inc.com. Thank you for your
assistance.
S' erel
Michael Ranks, PE
cc: Stephen Rainer, JSSR Investment, LLC
Vida Obieglo, Retention Pond Services
Darin Eyster, Town of Holly Springs
A
OF W A r?9
ARA
NCDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
Project name Shoppes at Holly Springs
Contact name Micheal Ranks, PE
Phone number 864.672.3441
Date December 16, 2009
Drainage area number 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 1,925,352.00 ft2 r.
Impervious area 1,724,976.00 ft2
Percen
t impervious
89.6% % La

Design rainfall depth
1.00 inch o
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SA Waters
Minimum required volume
Volume provided (temporary pool volume)
Storage Volume: SA Waters Parameters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff volume
Post-development 1-yr, 24-hr runoff volume
Minimum volume required
Volume provided
Outlet Design
Depth of temporary pool/ponding depth (Dpiwts)
Drawdown time
Diameter of orifice
Coefficient of discharge (CO) used in orifice diameter
calculation
Driving head (H°) used in the orifice diameter calculation
-7
2.89 in SEAL

0.12
in/hr 035196

t
3.84 ft3/sec

3
.
; ?C? •'•:,x!61 NEEQ: •' ,??
176.37
172
53 ft
/sec
3
/
C
. ft
lsec I
??I
137,983.00 ft3 NL r=lf?I??'? ? ?' yS 3L
202,231.00 ft3 OK
ft3
ft3
ft3
ft3
ft3
12.00 in OK
3.17 days OK
7.00 in OK
0.60 (unitless)
0.33 ft Provide calculations to support this driving head. r?
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 1 of 3
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
Permanent Pool Elevation (PPE)
Shallow Water/Deep Pool (top)
Shallow Water bottom
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Top of PPE is within 6" of SHWT, If yes:
SHWT (Seasonally High Water Table)
This design meets Option #2,
Wetland has liner with permeability < 0.01 in/hr, If yes:
Depth of topsoil above impermeable liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants recommended in Shallow Water Area
Herbaceous (4'cubic-inch container)
Number of Plants recommended in Shallow Land Area:
Herbaceous (4'cubic-inch container), OR
Shrubs (1 gallon or larger), OR
Trees (3 gallon or larger) and Herbaceous (4+ cubic-inch)
Number of Plants provided in Shallow Water Area:
Herbaceous (4+cubic-inch container)
Number of Plants provided in Shallow Land Area:
Herbaceous (4'cubic-inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass-like Herbaceous (4+ cubic-inch)
207,502.00 ft2 OK
10,543.00 ft2 Insufficient shallow land area. P. Wib miL SHfr?
5%%
40,766.00 ft2 Insufficient shallow water area. Skµ ????
5
20%% &t. NAOT1104
34,379.00 ft2 Insufficient forebay area.
17%%
121,814.00 ft2 Insufficient non-forebay deep pool area.
59%%
207,502.00 ft2 OK
0.00 ft2
438.00 ft amsl
437.00 ft amsl
436.50 ft amsl
435.50 ft amsl
433.50 ft amsl
Y (Y or N)
437.00 ft amsl OK
(Y or N)
in
12.00 in OK
6.00 in OK
18.00 in OK
42.00 in Insufficient deep pool depth.
N (Y or N) OK
10,200
2,650
424
53 and 2,120
8,130 Higher density is required.
N/A OK CL SKauaa AQ9 P f?N4S oN
N/A OK ? ?"tlIkA1tQ SMI&O Tb WAIN
0 More required if not planting herb. and/or shrubs.
0 More recommended if planting trees.
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary. Page 2 of 3
Additional Information
Can the design volume be contained? Y (Y or N)
Does project drain to SA waters? If yes, N (Y or N)
What is the length of the vegetated filter? ft
Are calculations for supporting the design volume provided in the

application? Y (Y or N)
Is BMP sized to handle all runoff from ultimate build-out? Y (Y or N)
Is the BMP located in a recorded drainage easement with a

recorded access easement to a public Right of Way (ROW)? N (Y or N)
The length to width ratio is: 4.88 :1
Approximate wetland length 1,000.00 ft
Approximate wetland width 205.00 It
Approximate surface area using length and width provided 205,000.00 ft2
Will the wetland be stabilized within 14 days of construction? Y (Y or N)
Form SW401-Wetland-Rev.6-11/16/09
OK
Excess volume must pass through filter.
OK
OK
Insufficient ROW location.
OK
This approx. surface area is within this number of square feet
of the entire wetland surface area reported above:
OK
Parts I and II. Project Design Summary, Page 3 of 3
Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Initials Page/ Plan
A'n She e r S? I
K 5w 1
µL 4kW 2.
ML %(*T Z.
Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Wetland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
Proposed drainage easement and public right of way (ROW),
- Overflow device, and
Boundaries of drainage easement.
Plan details (1" = 50' or larger) for the wetland showing:
- Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.
3. Section view of the wetland (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
A variety of several suitable species (not including cattails),
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
- A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
N?Ac' go LAVVply *)W 5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
r`? r_ 1R ?l 6. The supporting calculations (including drawdown calculations).
Pik • w4rw?r?? 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
p AMA 8. A copy of the deed restrictions (if required).
NIA 4-10-ft KO M 9. A soils report that is based upon an actual field investigation and soil borings. County soil maps are not
an acceptable source of soils information.
SW401-Wetland-Rev.6-11/16/09 Part III, page 1 of 1
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue
Greenville, South Carolina 29609 Job
Telephone [phone]
Fax [phone]
Job No.
Computed By
Checked By Date
REFERENCE Calculation For: -?04Q VONV1 WION Discipline:
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(0'2?fi, f(;1 h (0,3)
6,?1 ' F5 aheet of
Date
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
Job Job No. Date
Computed by
Checked by Date
REFERENCE Calculation For: Discipline:
Tip Tn Vw r-( 1Nt'?: ?Vjjt,-1T'j v Lu ?o1R {L `) ,yr y-
p? CX. !'Ise
Z02- 1231 Cr-1G3,as11 ??? ? = D c)m ,
Hydrograph 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) (cuft) (ft) (cuft)

2 SCS Runoff 3.84 1 725 22,571 ---- ------ ------ Pre Developed DA 1
3 SCS Runoff 3.12 1 728 21,721 ---- ------ ------ Pre Developed DA 2
5 SCS Runoff 176.37 1 717 388,398 ---- ------ ---- Post Developed DA 1 (to Pond)
6 SCS Runoff 0.90 1 720 3,583 ---- ------ ------ Post Developed DA 2
7 SCS Runoff 0.91 1 718 1,969 ---- ------ ------ Post Developed DA 3
8 SCS Runoff 2.19 1 717 4,822 ---- ------ ------ Post Developed DA 4
9 SCS Runoff 0.57 1 718 1,236 ---- ------ ------ Post Developed DA 5
10 SCS Runoff 0.14 1 720 564 ---- ------ ------ Post Developed DA 6
11 SCS Runoff 0.09 1 720 376 ---- ------ ------ Post Developed DA 7
13 Reservoir 3.97 1 897 240,285 5 438.35 280,271 Pond Routing
15 Reservoir 3.89 1 954 233,499 13 437.56 15,595 Pond Extension Routing
18 SCS Runoff 88.04 1 717 182,000 ---- ------ ------ Sediment Basin (1 & 2) DA
20 Reservoir 1.51 1 1008 132,323 18 437.63 129,457 Sed Basin #1 Routing
21 Reservoir 3.64 1 803 177,997 18 421.46 106,143 Sed Basin #2 Routing

Stormwater Design-rev4 (post-constr (RiEba16m?aribchooYogpw Tuesday, Dec 22 2009, 1:30 PM
Hydraflow Hydrographs by Intelisolve
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Dec 22 2009, 1:30 PM
Hyd. No. 2
Pre Developed DA 1
Hydrograph type = SCS Runoff Peak discharge = 3.84 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 26.40 ac Curve number = 58
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 11.82 min
Total precip. = 2.89 in Distribution = Type 11
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 22,571 cuft
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0
3 5
Hyd No. 2
Pre Developed DA 1
Hyd. No. 2 -- 1 Yr
8 10
Q (cfs)
4.00
3.00
2.00
1.00
0.00
13 15 18 20 23 25
Time (hrs)
2

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Post Developed DA 1 (to Pond)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 44.30 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.89 in
Storm duration = 24 hrs
Tuesday, Dec 22 2009, 1:30 PM
Peak discharge = 176.37 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 = 388,398 cuft
Q (cfs)
180.00
150.00
120.00
90.00
60.00
30.00
Q (cfs)
180.00
150.00
120.00
90.00
60.00
30.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 5 Time (hrs)
4
Post Developed DA 1 (to Pond)
Hyd. No. 5 -- 1 Yr
Page 1 of 1
CQtiNTY
J D C U1V HE CITY OF RALlIGH WAKE
Shoppes at Holly Springs
Streets

Lakes

Parcels
Soils
Security Screen
2005 BM!
Orthophotography
(zoom to see)
2005 Color Orthos:
County-wide (zoom to
see)
Wake County
Boundary
MiililliililiI 611t
http://imaps.co.wake.nc.us/imapslprintmap.asp?pin=&pinext=&minX=2048114.28704259... 11/5/2009
Copyright 2008 City of Raleigh, Wake County. 0 575 ft
PF TerraServer Image Courtesy of the USGS Page 1 of I
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© 2004 Microsoft Corporation. Terms of Use Privacy Statement
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STORMWATER MANAGEMENT REPORT
WRS Retail Shopping Center
Hotly Springs, NC
March 30, 2006
Revised July 20, 2006
Revised September 6, 2006
Revised September 15, 2006

Prepared by
Freeland and Kauffman, Inc.
Engineers - Landscape Architects
209 West Stone Ave.
Greenville, SC 29609
864-233-5497
n:
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TABLE OF CONTENTS
1. Narrative ................................................................................................................................I
11. 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 ..........................................................................................................5
Runoff Calculations ......................................................................................................5
IV. Water Quality/Stormwater Detention .................................................................................6
Water Quality ...............................................................................................................6
Outlet Structure and Pond Release ..............................................................................6
V. Stormwater Hydrograph Summary ......................................................................................8
V1. Sediment and Erosion Control ............................................................................................9
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
Stormdrain System Calculations
Appendix E ....................................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 55 ByPass, at it's intersection with Ralph Stephens Road, in Holly Springs, NC. The site fronts both NC Highway
55 ByPass and Ralph Stephens Road, with the main entrance drive being located along Highway 55 ByPass. 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 several wetland areas and a pond. The current topography of the site contains a ridge
line that runs through site basically splitting it in half, directing runoff towards the ByPass and Ralph Stephens Road. The
• existing pond and wetland areas will be dewatered and undercut as necessary. There is an existing stormdrain pipe
• outletting to the site from Ralph Stephens Road. The runoff from this pipe will be re-routed through a stormdrain by-pass
• system that will run through the site and outlet to the wetland area downstream of the site. 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 pond will contain two outlet structures which will split the
• outflow from the pond to Ralph Stephens Road and NC Highway 55 Bypass, as in pre-developed conditions. 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, and detain the 2, 5, 10, 25, 50
• and 100 year storm events. It should be noted that Stormwater Detention is provided for the all storm events, although
not required by the Town of Holly Springs or NCDENR.
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•
•
•
•
•
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•
•
•
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•
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The Stormwater Management Pond will serve as a Sediment Basin during construction activities. There will be an
additional sediments basin and 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 secondary sediment basin, silt fence, inlet protection, and construction
entrances will be removed, the main 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 on-site stormdrain was designed as a "flat system" due to site constraints, and basically acts as an extension to
the Stormwater Management Pond.
Site Soil Information
The site soils were obtained from the Wake County Soil Survey (obtained from local NRCS office) and are as follows:
Soil Types: Appling Gravelly Sandy Loam (AgB2) - 2-6% slopes, HSG B
Appling Gravelly Sandy Loam (AgC2) - 6-10% slopes, HSG B
Norfolk Loamy Sand (NoA) - 0-2% slopes, HSG B
Norfolk Loamy Sand (NoB) - 2-6% slopes, HSG B
Norfolk Loamy San (NoA) - 0-2% slopes, eroded, HSG B
Orangeburg Loamy Sand (OrB2) - 2-6% slopes, eroded HSG B
Rains Fine Sandy Loam (Ra) - 0-2% slopes, HSG B/D
Wehadkee and Bibb Soils (Wo) - 0-4% slopes, HSG D
'To be conservative, Hydraulic Soils Group B will be used for design purposes in the pre-developed condition.
•
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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 wetland area (draining towards Ralph Stephens Rd)
Pre-Developed Drainage Area 2 - Area draining to existing wetland area (draining towards US Hwy 55 Bypass)
(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:

3:Sf?•' n?•..:-?le,i jvi?iu
. , Sa! ": : li Cii ?•'?: ? pc

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ima
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. 35' ii
af;;?'S'e?3:•..
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•eav.z:€: .... _N..;.S., ?' , a .:..
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_ is I?Si" S?!aL...
N
iySiIN .S.i.?
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iSS :
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wn slsiua:n
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Pre-Dev Area 1 26.4 Brush, Woods, Wetlands, Farmland 58
Pre-Dev Area 2 24.7 Brush, Woods, Wetlands, Farmland 58

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:

w., q., ....?::? •! >•.?u:r?ca..........
..._..._._...TIM L:.t_.. =•ry: ••?y S-1'?°aa'!E:!„^.l:L.^.ILIi"
TIME

ii.-.. _
a .Z...t•i[i J_pTl?. ?a ' j.•?'1l elyt yG:
l'n
' T
P.M
Pre-Dev Area 1 11.82
Pre-Dev Area 2 16.20
Rainfall
The rainfall precipitation amounts for a 24 hour rainfall as received from the North Carolina Erosion and Sediment Control
Planning and Design Manual:
2

;l°.ixi'u!' yme.,'i'.•T.-,. c?` r'
ON
u
?
-.g .
f.n •a
' x:•.:a'E
r..«"
-
wsf
?'
%n
i
i
'
?
I
-
'
n
r.•-?::ir ...".......-....._ ............... .s.. -.e?»
-x .
.... -,
r•:l::n
+
,•xa.s.
c.[
tti :
r.•
?.'.
i _ :ti_r.;tc
2 year 3.65 in
5 year 4.80 in
10 year 5.58 in
25 year 6.50 in
50 year 7.25 in
100 year 8.10 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:
......,...,.•..,........_...._......a........_a::a

._. _...__........
.............. ... .r'a..e:...y._?.....:-:.:::: ?e:::-•:
:.?. .,..«.._ ..............._...:-.. : ...........,...asn.t.t...::nanxo;;?.M ?, a_.E!4 _E •m a•.n
-c
..»_ ..............ar.:az:::ns-:::.::;. _._....... _ -...?..?_.:z:•a'23i-5iiiz:?3ie.:vs......,_......,...._:g?9!-'._.-.......a,.._.--,..,.-......r...._..
5•.'
•. .. ..
...« ............
...
e
'
""
..... ?':tlt.'!'JiYta :'-^=,^.Te ...a:.....:....^
:r:CS .................A.........._4._...,....,
._•--.•____....r...4..__ .............._:_....-._
xa_r:marassac:aa::::tx_-?:.=aa::
--
-
..._.?..__-_._.__.. .
,
.!?'.
:.::xt.:isS::1•:;4^_»asaaa-...t..4-..-.-..._...... a.. ..f. y.. ?i.? ...... Z
;:
i
....._......_.--«...............-. .....-................... >::c:::.'.::::: a; ..-. •...-.,..... ...sr..xi,sa._ats: a?is'iii!'i•£.'.scw:srt?n aas3da
...,..?_..«_ _...........cr,:.?;xon:r-°n::n:n:.; -.............,....._-_n....-...._..,...<.xr..H•; ::;;:...; :...; ..?.. _
__?r?.cna::=Ser.:-:ci:•:c._..-.,....,. °::.._........ ? .._...., _;...µx :.-nrs:.•-»sc......., ......... ._.._.._. _.
?`,?
0:?mi??Ilk?u
.t.
..
,..,...,.._.__,
..,
._ ............
.......
e3!ui„i°_S
_...
..
?Sy
'sa'.'-:::'
...
ahlaas
>
-"
-
_»...............
.._
.
........v ......................_...»._.. ,......,,.
.... ., s,x.... ._.._......_ .
:n:...»:.......?3S:n[S..I-.,•:Yr?`::Y:_-:_?::•;
..
.
._.....•
3- ,
_
:;
.
;
3.
;
.;a
.:
:
.
'
s:::::Eax:a::..:<?
.... .._.__... :s_.. •s a xu..ttn.>!ll?T:-....... kli.._.. .?
;•:r_
:-
_. ..............-....??p:K
4.?:...!?SR_9 ........__........_.__......_.......asz:.? e::_._..............•:::- lr.:. 'Sca:re=aia? isastt.attn::n.: n= y 'a:=«^,._.::: ir.?an'a7 ^s::
__
::_:.1:::^:^a •:.:::.: v..
.......« .............::....................s._.._.._ ..:: >:SIfICR GHn::YRiU
%
nn:asa...".........
: _..._.r.:x.:xxa .nr
...
.
•
.
.
.
1s
5
a
:::...^•'r•^iri?s"
a
f
°
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iiis3i3iiE
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.._..._...._._,.. ...?_
-
crv n'
g
Sy._ _
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....
.
...................
.,,.......
_
__....._.
a nr<:a: aa:»:
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.
;
:
r
r
!....-.........---z..._..;..:_:.x._....,- ....::......::.......r.::?n;::..::z::e::r•;n:r.... :z•a:a:::: :.:_:?.''cam?.ii?3ci::marr.:.?.r.-_•sr.:c?icv._s:.?!_n,.r,.:n:::::::n>?n-;
2 year 5 year 10 year 25 year 50 year 100 year
Pre-Dev Area 1 13.72 cfs 35.35 cfs 52.70 cfs 75.06 cfs 94.48 cfs 117.59 cfs
Pre-Dev Area 2 11.17 cfs 29.29 cfs 44.10 cfs 63.23 cfs 79.87 cfs 99.64 cfs
3
• 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 wetland area (outletting
• towards Ralph Stephens Road)
• Post Developed Drainage Area 3 - Area bypassing pond, draining towards US Highway 55 Bypass
Post Developed Drainage Area 4 - Area bypassing pond, draining towards US Highway 55 Bypass
Post Developed Drainage Area 5 - Area bypassing pond, draining towards US Highway 55 Bypass
• Post Developed Drainage Area 6 - Area bypassing pond, draining towards US Highway 55 Bypass
• Post Developed Drainage Area 7 - Area bypassing pond, draining towards Ralph Stephens Road to
Bypass System.
• 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:
•
•
•
•
•
•
1F:::.^..^';a:,i:C.J:yj1....?..p ...............^-e21i.... ...,. ..

_.'ixn3 y
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9• .
ar
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•

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a
h
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4
i

C' s v-r ; ,p ... ?; - ?`E;Yf Y. ?,?•""?'
= 2?h• 3 ear„ l k ; R2T ' u?°,?r
.k nn_°:_rs•r..: ' i .?i,•,, '-'yr°^° 'S>:I}uc s.
4r
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,? ..:: •.:• •ti x
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F
•k
•
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k = ,.
is ^
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a
a
r?:.iR ?g.??i,,yy yy a_ E :
n
,t iRMF
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i ;
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:
, . •: -
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•r ::......._. ....?..
it ?ro ::caa'r2.•m,,;?a.F??{3?m?u?,"ngr.•::: • .x_,',,^?.:i
4
4 c
O— a y
tt::a•
i
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l
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rc<x :W ? rc:w.n
=
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9 ,
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.r,:rS: Pr?n'isiiouiir.:cz.m ear,..rae.•x HB e is
w•HZ
•
Post-Dev Area 1 (to pond) 44.2 Urban - Developed 95
Post-Dev Area 2 (bypass 1) 4.0 Brush, Woods, Wetlands, Farmland 58
Post-Dev Area 3 (bypass 2) 0.86 Grass 69
Post-Dev Area 4 (bypass 3) 0.55 Urban - Developed 95
Post-Dev Area 5 (bypass 4) 0.54 Grass 69
Post-Dev Area 6 (bypass 5) 0.63 Grassed/Undisturbed Area 58
Post-Dev Area 7 (bypass 6) 0.42 Grassed/Undisturbed Area 58
j- 0

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.
...•..2::c:t. ._..'^.. n P, , ,

...-.•...,_. .t .:4'G::Y •:'Ytliyi:...:..: y?y.?..-........ ,.Y"'^•,1..^..
"

• •ssl . ?ItRE^n?zs,2:.r,4#^» t:'t ?-: ,_......
. -.. 'v...i?.s
SS,t...R ss=? v:^L'O:.:rC: ::.
i cis: ?'3:^
_'g::? C?•iC?FG»li?."?' ::
? :
« •L,.T.L.?.'.:°.?`?l•eG•:-^.'.? ]
»
C.....
]::2. .Y`0..i:Y.^.^.:.. R L..«..... < ..._............

y
` "A
L -
l:'•:?
p
Y
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.
.»...n
. .
i
.
.
i
.
Post-Dev Area 1 (to pond) 5 min
Post-Dev Area 2 (bypass 1) 5 min
Post-Dev Area 3 (bypass 2) 5 min
Post-Dev Area 4 (bypass 3) 5 min
4
Post-Dev Area 5 (bypass 4) 5 min
Post-Dev Area 6 (bypass 5) 5 min
Post-Dev Area 7 (bypass 6) 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 13):
?. Ylt "?`•`: [?`tl?,g?i?.ttL3 IY1R 4 in y? ^ K'
t:Ly'?TJ'i.'?L•liK§P?="ry]L?'i` ?: •i?p, tl -

'CL?{],yi??Mt

`>! ^?=cY... « $i'R Y°:r i3?'J
3(F .. R t• Lp
•iW::,:t , 1 41?S?:i_ 1?6?gEs ? . h.w,] ...5_• ?
??,Y -. ? _? . 3!•sisYtt .: txi r m 'U 4•i - •i:l .:.;' i. R
y ! ,
iYj • jj.?????
' k SL::tN1T?P<,?Fli?Y:IT:]?JM
A9i. ?'
I/ Lxr SLY .
' ? '? ? •]' 'E? K•s,:? sim'?'.3' t :.
??! 9 d'^^m.»,.. «...l. ":t1•? a '
2 year 3.65 in
5 year 4.80 in
10 year 5.58 in
25 year 6.50 in
50 year 7.25 in
100 year 8.10 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:
v: _..... .L ,a;:„._ ._.... ........
i._.1[.L'L.H..A3LIii.J...-....Zt
._.
_ ................... ._.. -n.,z_....i,.
...._._.......«.:t........._ }us aamu:a:ai-:::L:-3......... .........._-......._..: ?cor..:::: ::a:r:s::::n:ra::::::::?.c•...;. ... ,:..:.x ?-;.:cr• y?F..:.r - ?... -i..tm
°
t.,...?
::i :_. •aixi: :}p: = g::?t.?3°.i?£
?«ri:
.:
t
•^•
t
n::
:
...__....._...,.-.•..Y....,__..,.^._._._.._'-
t:iLr'LSAttiM.::i:C.:Li.'_':::;::t::l:?t:f.««: ?'L
«....:{......-_.._.._..._ ..............f_...........
....._....» ...............-..-._..._... _...__.. _
...«....i`.CL]Dit:is]SS:r_::.::L^.::.CL'°3:i2:
._._?.......«?-_.......__..^_..........._...,_
•ri';::3::3y:1::::t:::iiY..ittl]29
".t. ? ....................._...
...»...t.......:^.:_.:: ?..., )::?:{?
._,,..: '..:ice: L..:x...xi.IiYJt.
?^•.. .:?_. ^
_......t_..,,_...?-..YL.._L....... _...
:#3t3itlts3nan...:-M..•
.. .......
?.:3: ?::.ri-::i'.?i ::
i.E}•3t':'L'a{i-'.__.. ?[,{
? ??ll!¦
_.... -..? ::_'tL'L-:IR...«-t.
.«........._..?:?...
;.... .:.. ... -
'.
/? ?r
Y _ .. AYK
Lt ................_..........._
.f.^...::'I::-::'.^.?.: ::•N::i::.'•:'-..
.,_. ...-J.._......L_»_.-^I. t3..
...:1...?......__....»«...._...
_..._......_............_.......:..
..._._......:::L•:::tl:':t:::t.^.til:
_...-._..___«...., ........ .v_.. .
t«..•i:
FY......itfi I.?(i:tit-.Fi•' v:iJ _
......._...•.-.........y...
.._..._....._...:i'•yt?a::i-Si:L
tl:Y:t.%iriiifLF;•.I.M?_..,:_._
__...t«i... .........._ ... «.1 .
._
..
..
.
.
LL°:::1:^SxL'•
_ ...:?.
n•{Y{"t:]i«.{1........-?..r??{.
,..:..._.:L._.......?. :.?. .... ?....
.....t ....: ..........:.Y:i:A6ti:
i
..........

..«
....«. .. _.._
^....:....^,;i}::;; .:-_:];.;-_..
................:..'°__.....:._..._...._.._...

...
r:s.._........__.
.._::.: r-..?.:................. ..
.

....
...................__.._._.....?:ti
_.._.,.....
'-]
^..._...-.. r^i•«•Lr::rii.x
.. ... ..... ....... .........

:.
,.v..._._r}1:....»_..,..._t.:•
iLL«__...__....................
...__......_....»...._.._........._

^t_....T.....1......_..,,
...„.,--'«_........»......cr.>-L.
_......._..«... eteur.im._..-y...

}..:.^i...tL.L.

...................^:..,.,.i....:..:::::i
.? .p::C::;.;..;.t:.^.c- _r?:f{:xL

,...1.Ci.._...............«........Y-.

.. nc. Y:.^.]: ..... ....
io?`i=?]:at... 7- mr...; n....
..}r.. v........:..r:::er^,e3,gg:::.
2 year 5 year 10 year 25 year 50 year 100 year
Post-Dev Area 1

(to pond) 228.23 cfs 305.98 cfs 358.38 cfs 419.94 cfs 469.98 cfs 526.57 cfs
Post-Dev Area 2

(bypass 1) 3.04 cfs 7.39 cfs 10.87 cfs 15.32 cfs 19.18 cfs 23.74 cfs
Post-Dev Area 3

(bypass 2) 1,64 cfs 2.90 cfs 3.83 cfs 4.97 cfs 5.92 cfs 7.01 cfs
Post-Dev Area 4

(bypass 3) 2.83 cfs 3.80 cfs 4.45 cfs 5.21 cfs 5.83 cfs 6.54 cfs
Post-Dev Area 5

(bypass 4) 1,03 cfs 1.82 cfs 2.40 cfs 3.12 cfs 3.72 cfs 4.40 cfs
Post-Dev Area 6

(bypass 5) 0.48 cfs 1.16 cfs 1.71 cfs 2.41 cfs 3.02 cfs 3.74 cfs
Post-Dev Area 7

(bypass 6) 0.32 cfs 0.78 cfs 1.14 cfs 1.61 cfs 2.01 cfs 2.49 cfs
5
IV. WATER QUALITY/STORMWATER DETENTION
Water Quality
PERMANENT POOL ELEVATION
Drainage Area to Pond = +/-45.0 acres (conservative ...actually 44.2 acres)
Percent Impervious = +1-90%
Depth = +/-3.0'
SA/DA (Surface Area/Drainage Area) Calculation
SA/DA = 3.74 (from 85% TSS Removal Chart, as obtained from NCDENR Stormwater BMP Manual)
SA = (3.74/100) 45.0 acres = +/-1.683 acres = +/-73,312 square feet
The bottom of the Stormwater Management Pond was set at elevation 434.0. The depth of the Permanent Pool was set at
3.0 feet, corresponding to a top elevation of 437.0. The surface area available at elevation 437.0 is approximately
200,122 square feet (which is greater than the required 73,312 square feet). Therefore, the Permanent Pool Elevation
will be set at elevation 437.0. (See attached Stage Storage Chart, Appendix D, 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(17 12")) x (0.86) x (45)
= +/-3.225 acre-ft
= +/-140,481 cubic feet *(this volume will be released over a min 48 hour period)
0 The Storage Volume from elevation 437.0 to elevation 437.7 is approximately 143,285 cubic feet, which is greater than
• the required 140,481 cubic feet. Therefore, the top of the Temporary Pool will be set at elevation 437.70. The
Temporary Pool will release through a 7.0" orifice set at elevation 437.0 which will allow for a release time of
approximately 51.35 hours. (See Appendix D for Calculations)
Outlet Structure and Pond Release
The Stormwater Management Pond will outlet through a proposed outlet structure to (2) 24" RCP Outlet Pipes (as shown
on the Site Development Plans). The outlet structure will consist of a 12'x 6' concrete structure with a 7.0" orifice at
elevation 437.0 to control the water quality volume. A 4.0' weir will be cut into the structure at elevation 438.0 and will
widen by 12.0' at elevation 439.0 to help with the release of the 2, 5, 10 and 25-yr storm events. The top of the outlet
structure will be set at elevation 440.0 and will act as a weir in helping with the release of the 50 and 100 yr storm
events. The (2) 24" RCP Outlet Pipes will convey the stormwater release to the "Pond Extension Area". The stormwater
release with then outlet the Pond Extension Area through 2 separate 30" outlet pipes which will direct the outflow as in
pre-developed conditions. The release rates from the pond are as follows (See Appendix D for Calculations):
6
'L; "' , . " `.:•&!

...cr• : ? ; ? xxl?I

??\\ 4gSi,IEi
'C - A?
yy,?,,P. i...«
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:. ,
- .. : ci],?i'ainiZ.,i'vfi^.. " • .. -ihN. Lr'?y..'

fir, a «.xc:a. c x.. .y»z `4.v ?: ?5e.s

' _ IiR' :dd,,,; ?•
GS '?- °S :Y.¢.n. ?AYir^•C«?
: - i T+..
.- x «....ir.. ?xa.?..C:"21. ?
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+ ; •- x
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& • x " ?co'c°l^iR-''??
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=.s:.:.'::i?
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2 year 8.34 cfs 438.66 10.36 cfs 3.40 cfs 5.19 cfs 4.60 cfs 8.00 cfs 437.85
5 year 17.87 cfs 439.14 27.18 cfs 6.27 cfs 19.61 cfs 10.14 cfs 16.41 cfs 438.31
10 year 27.87 cfs 439.45 40.69 cfs 8.72 cfs 31.71 cfs 16.02 cfs 24.74 cfs 438.71
25 year 30.69 cfs 439.89 58.13 cfs 9.67 cfs 47.52 cfs. 18.46 cfs 28.13 cfs 438.88
50 year 37.89 cfs 440.20 73.29 cfs 11.17 cfs 61.38 cfs 23.10 cfs 34.27 cfs 439.20
100 year 44.42 cfs 440.56 91.36 cfs 13.71 cfs 77.95 cfs 27.17 cfs 40.88 cfs 439.56
*Post-Developed Release Rates were held to be equal to or less that Pre-Developed Release Rates for each storm event.
*Allowable Release Rates were calculated using the following formulas:
Area 1 Allowable Release Rate = Pre-Dev Area 1 Release Rate - (Post Dev Area's 2 and 7)
Area 2 Allowable Release Rate = Pre-Dev Area 2 Release Rate - (Post Dev Area's 3, 4, 5 and 6)
7
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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
(cult) - Hydrograph
description
2 SCS Runoff 13.72 1 723 48,425 - ---- Pre Developed DA 1
3 SCS Runoff 11.17 1 726 46,601 - - - Pre Developed DA 2
5 SCS Runoff 228.23 1 717 511,842 - Post Developed DA 1 (to Pond)
6 SCS Runoff 3.04 1 719 7,687 - - -- Post Developed DA 2
7 SCS Runoff 1.64 1 718 3,364 - - Post Developed DA 3
8 SCS Runoff 2.83 1 717 6,355 - -- Post Developed DA 4
9 SCS Runoff 1.03 1 718 2,112 -- -- Post Developed DA 5
10 SCS Runoff 0.48 1 719 1,211 -- - Post Developed DA 6
11 SCS Runoff 0.32 1 719 807 - -- Post Developed DA 7
13 Reservoir 8.34 1 806 358,257 5 438.66 345,774 Pond Routing
15 Reservoir 8.00 1 859 351,365 13 437.85 23,618 Pond Extension Routing
18 SCS Runoff 120.21 1 717 252,294 --- - --- Sediment Basin (1 & 2) DA
20 Reservoir 1.99 1 1007 188,190 18 437.89 182,556 Sed Basin #1 Routing
21 Reservoir 4.48 1 811 247,630 18 422.40 151,814 Sed Basin #2 Routing
Stormwater Design-rev4.gpw Return Period: 2 Year Thursday, Sep 7 2006, 8:20 AM
Hydraftow Hydrographs by Intelisolve
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Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
Interval
(min) rime to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
2 SCS Runoff 35.35 1 722 100,042 - Pre Developed DA 1
3 SCS Runoff 29.29 1 724 96,275 - -- Pre Developed DA 2
5 SCS Runoff 305.98 1 717 700,066 - -- - Post Developed DA 1 (to Pond)
6 SCS Runoff 7,39 1 718 15,880 - - - Post Developed DA 2
7 SCS Runoff 2.90 1 718 5,838 - --- Post Developed DA 3
8 SCS Runoff 3.80 1 717 8,692 - - Post Developed DA 4
9 SCS Runoff 1.82 1 718 3,666 - - - Post Developed DA 5
10 SCS Runoff 1.16 1 718 2,501 - - --- Post Developed DA 6
11 SCS Runoff 0.78 1 718 1,667 -- - - Post Developed DA 7
13 Reservoir 17.87 1 760 541,878 5 439.14 449,537 Pond Routing
15 Reservoir 16.41 1 811 534,899 13 438.31 37,188 Pond Extension Routing
18 SCS Runoff 168.94 1 717 361,917 --- ---- --- Sediment Basin (1 & 2) DA
20 Reservoir 2.59 1 1029 266,453 18 438.30 267,942 Sed Basin #1 Routing
21 Reservoir 5.51 1 824 355,843 18 423.79 224,655 Sed Basin #2 Routing
Stormwater Design-rev4.gpw Retum Period: 5 Year Thursday, Sep 7 2006, 8:20 AM
Hydraflow Hydrographs by intelisolve
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flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
2 SCS Runoff 52.70 1 722 141,597 - - Pre Developed DA 1
3 SCS Runoff . 44.10 1 724 136,264 - - - Pre Developed DA 2
5 SCS Runoff 358.38 1 717 828,273 - - - Post Developed DA 1 (to Pond)
6 SCS Runoff 10.87 1 718 22,476 - - Post Developed DA 2
7 SCS Runoff 3.83 1 718 7,691 - --- - Post Developed DA 3
8 SCS Runoff 4.45 1 717 10,283 - ---- - Post Developed DA 4
9 SCS Runoff 2.40 1 718 4,829 - -- - Post Developed DA 5
10 SCS Runoff 1.71 1 718 3,540 - - - Post Developed DA 6
11 SCS Runoff 1.14 1 718 2,360 - --- - Post Developed DA 7
13 Reservoir 27.87 1 748 668,120 5 439.45 517,901 Pond Routing
15 Reservoir 24.74 1 794 661,104 13 438.71 49,365 Pond Extension Routing
18 SCS Runoff 201.83 1 717 437,585 - -- Sediment Basin (1 & 2) DA
20 Reservoir 2.95 1 1044 313,561 18 438.58 327,861 Sed Basin #1 Routing
21 Reservoir 17.25 1 747 430,970 18 424.23 249,360 Sed Basin #2 Routing
Stormwater Design-re v4.gpw Return Period: 10 Year Thursday, Sep 7 2006, 8:20 AM
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Hydraflow Hydrograpl s by Intelisolve
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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
(cult) Hydrograph
description
2 SCS Runoff 75.06 1 722 195,834 - - - Pre Developed DA 1
3 SCS Runoff 63.23 1 724 188,459 - - Pre Developed DA 2
5 SCS Runoff 419.94 1 717 979,822 - Post Developed DA 1 (to Pond)
6 SCS Runoff 15.32 1 718 31,085 -- - - Post Developed DA 2
7 SCS Runoff 4.97 1 718 10,007 ---- - -- Post Developed DA 3
8 SCS Runoff 5.21 1 717 12,165 - - --- Post Developed DA 4
9 SCS Runoff 3.12 1 718 6,283 - - -- Post Developed DA 5
10 SCS Runoff 2.41 1 718 4,896 - -- Post Developed DA 6
11 SCS Runoff 1.61 1 718 3,264 --- -- ---- Post Developed DA 7
13 Reservoir 30.69 1 750 817,472 5 439.89 614,407 Pond Routing
15 Reservoir 28.13 1 797 810,415 13 438.88 54,293 Pond Extension Routing
18 SCS Runoff 240.44 1 717 527,684 --- --- ----- Sediment Basin (1 & 2) DA
20 Reservoir 3.34 1 1063 365,248 18 438.92 399,939 Sed Basin #1 Routing
21 Reservoir 59.53 1 725 520,699 18 424.65 273,448 Sed Basin #2 Routing
Stormwater Design-rev4.gpw Return Period: 25 Year Thursday, Sep 7 2006, 8:20 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
(it) Maximum
storage
(cuR) Hydrograph
description
2 SCS Runoff 94.48 1 722 243,447 - -- - Pre Developed DA 1
3 SCS Runoff 79.87 1 724 234,278 - --- - Pre Developed DA 2
5 SCS Runoff 469.98 1 717 1,103,550 -- - - Post Developed DA 1 (to Pond)
6 SCS Runoff 19.18 1 718 38,642 - - Post Developed DA 2
7 SCS Runoff 5.92 1 718 11,976 - -- Post Developed DA 3
8 SCS Runoff 5.83 1 717 13,701 -- - Post Developed DA 4
9 SCS Runoff 3.72 1 718 7,520 - -- Post Developed DA 5
10 SCS Runoff 3.02 1 718 6,086 -- -- - Post Developed DA 6
11 SCS Runoff 2.01 1 718 4,057 -- -- Post Developed DA 7
13 Reservoir 37.89 1 747 939,794 5 440.20 684,566 Pond Routing
15 Reservoir 34.27 1 797 932,713 13 439.20 64,428 Pond Extension Routing
18 SCS Runoff 271.76 1 717 601,612 - -- - Sediment Basin (1 & 2) DA
20 Reservoir 3.63 1 1077 404,763 18 439.19 459,602 Sed Basin #1 Routing
21 Reservoir 108.99 1 724 594,340 18 425.01 294,417 Sed Basin #2 Routing
Stormwater Design-rev4.gpw Return Period: 50 Year Thursday, Sep 7 2006, 8:20 AM
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Hydraflow Hydrographs by Intelisolve
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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
(cuff) Hydrograph
description
2 SCS Runoff 117.59 1 721 300,428 - - Pre Developed DA 1
3 SCS Runoff 99.64 1 724 289,113 - - - Pre Developed DA 2
5 SCS Runoff 526.57 1 717 1,243,911 - - Post Developed DA 1 (to Pond)
6 SCS Runoff 23.74 1 718 47,687 - -- Post Developed DA 2
7 SCS Runoff 7.01 1 718 14,277 - - -- Post Developed DA 3
8 SCS Runoff 6.54 1 717 15,444 - - -- Post Developed DA 4
9 SCS Runoff 4.40 1 718 8,965 - -- -- Post Developed DA 5
10 SCS Runoff 3.74 1 718 7,511 - -- - Post Developed DA 6
11 SCS Runoff 2.49 1 718 5,007 - -- Post Developed DA 7
13 Reservoir 44.42 1 746 1,078,774 5 440.56 764,972 Pond Routing
15 Reservoir 40.88 1 797 1,071,670 13 439.56 76,194 Pond Extension Routing
18 SCS Runoff 307.11 1 717 685,772 ---- - --- Sediment Basin (1 & 2) DA
20 Reservoir 3.94 1 1092 447,072 18 439.50 528,113 Sed Basin #1 Routing
21 Reservoir 157.07 1 723 678,185 18 425.37 316,322 Sed Basin #2 Routing
Stormwater Design-rev4.gpw Return Period: 100 Year Thursday, Sep 7 2006, 8:20 AM
Hydraflow Hydrographs by Intelisolve
0
VI. 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
pennanent seeding will be utilized throughout construction in accordance with recommendations found in the North
Carolina Erosion and SedimentContro/Manual. The erosion control measures will be installed in three phases and will be
implemented per the North Carolina Erosion and Sediment Control Manual along with the NCDENR Stormwater Best
Management Practices Manual. 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 Basins and Sediment Trap will be designed as prescribed in the North Carolina Erosion and Sediment
Control Manual. Please see Appendix E for calculations.
9
APPENDIX A
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Table 2.2c.-Runoff curve numbers for other agricultural lands'
Curve numbers for
Cover description hydrologic soil group-
Hydrologic
Cover type condition A B C D
Pasture, grassland, or range-continuous Poo' 68 79 86 89
forage for grazing.' Fair - 49 69 79 84
Good 39 61 74 80
protected from
dow--continuous grass
M - 30 58 11 78
,
ea
grazing and generally mowed for hay.
Brush-brush-weed-grass mixture with brush Poor 48 67 it 83
the major element? Fair 35 56 70 i ee
(good 430 48 65 73
Woods--grass combination (orchard Poor 57 73 82 86
or tree farm).$ Fair 43 65 76 82
Good 32 58 72 79
Woods.$ Poor 45 66 77 83
Fair 36 60 73 79
Good 430 55 70 i-i
Farmsteads-buildings, lanes, driveways, - 59 74 82- 86
and surrounding lots.
'Average runoff condition, and I„ - 0.2S.
S four: <5M ground cover or heavily grazes! with no mulch. `
Fair: 50 to 75% ground cover and not heavily grazed.
(AM: >75% ground cover and lightly or only uccasionaily grazed.
'four <50% ground cover.
Fair: 50 to 75% ground cover.
(A)W: > TYIr ground cover.
4Actual curve number is less than A use CN - 30 for runoff computations.
-"'s ,huun were computed fur areas with 5V4 woods and 50% grass (pasture) tover. (hher combinations of conditions nry be computed
from the CN'x for woutls and pasture.
61'rxn:• Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning.
Fair: WoucL, art grazed but not burned, and some forest litter covers the soil.
Grxx1: Wwx6 are protected from grazing, and litter and brush adequately cover the soil.
(210-VI-TR-55, Second Ed., June 1986) 2
•
•
•
Table 2.2a.-Runoff curve numbers for urban areasl
E
Curve numbers for
Cover description hydrologic sofa group-
Average percent
Cover type and hydrologic condition impervious areas A B C D
Fully developed urban areas (vegetation established)
Open space (lawns, pants, golf courses, cemeteries.
etc.)':
Poor condition (grass cover < 50%) ..............
Fair condition (grass cover 50% to 75%)...........
Good condition (grass cover > 75%) ..............
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way) ..........................
Streets and roads:-
Paved; curbs and storm sewers (excluding
right-of-way) .............. ....................
Paved; open ditches (including f--way) ...... .
Gravel (including right-of-way) ...................
Dirt (including right-of-way) .....................
Western desert urban areas:
Natural desert landscaping (pervious areas onlyp...
Artificial desert landscaping (impervious weed
barrier, desert shrub with 1- to 2-inch sand
or gravel mulch and basin borders) ...............
Urban districts:
- (;omm?rcLl?nd business.
Industrial ....................................- -
Residential districts by average lot size:
118 acre or less (town houses) ......................
114 acre ........... ...........................
1/3 acre ..........................................
1/2 acre .........................................
1 acre ...........................................
2 acres ..........................................
Developing urban areas
Newly graded areas (pervious areas only,
no vegetation)" . ... .
Idle lands (CN's are determined using cover types
similar to those in table 2-2c)..
68 79 86 89
49 69 79 84
39 61 74 80
98 98 98 98
98 98 98 98
83 89 92 93
76 85 89 91 _
72 82 87 89
1 63 77 85 88
96 96 96 96
85 89 92 94 95
72
65 77 85 90 92
38 61 75 83 87
30 57 72 81 86
25 54 70 8o 8.5
20 51 68 79 84
12 46 65 Ti 82
77 86 91 94
'Aver'age runoff condition, and I;, - 02S.
'The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: imperious areas
are directly connected to the drainage system, impervious areas have it 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 24.
'CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type.
'Composite CN's for natural desert landscaping should be computed using figures 23 or 24 based on the impervious area percentage (C\
= 98) and the pervious area CN. The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition.
°Comlosite CN's to use fur the design of temporary measures (luring grading and construction should be computed using figure 2-3 or 214.
hwsvl on the degree of development (impervious area percentage) anti the CN's for the newly graded pervious, areas.
(210-VI-TR-55, Second Ed., June 1986)
2
FREELAND and KAUFFMAN, INC.
ENGINEERS • L4ND?%APEARCHITECTS
209 West Stone Avenue Job a W l ? ??"U?
Greenville. South Carolina 29609 Job No.
Telephone [phone] Computed B
Pax 864233-8915 Y
Checked By _
Date
Date

WAKF (:nl1NTY_ NORTH CAROLINA - SHEET NUMBER 90

mw -

WAKE COUNTY, NORTH CAROLINA
About two-thirds of the acreage is cultivated or in pas-
ture, and the rest is in forest or in other uses. The cul-
tivated areas are used chiefly for row crops, especially
tobacco and cotton, but this soil is well suited to all the
locally grown crops. Practices than effectively control
runoff and erosion are needed in the cultivated areas.
(Capability. unit IIe-1, woodland suitability group 5,
wildlife suitability group 1)
Appling sandy loam, 2 to 6 percent slopes, eroded
(ApB2).--This soil is on broad, smooth interstream divides
in the uplands. The surface layer is 3 to 7 inches thick,
and in places it is a mixture of the remaining original
surface soil and of material from the subsoil. In the less
eroded areas, the surface layer is light grayish-brown
sandy loam, but the color ranges to yellowish brown and
the texture ranges to sandy clay in the more eroded spots.
The subsoil is 24 to 40 inches thick, and it is yellowish-
brown to yellowish-red, firm sandy clay loam to clay that
is mottled with red in many places.
Included with this soil in mapping were some severely
eroded spots where the subsoil is exposed. These areas
make up from 5 to 25 percent of the acreage in the map-
ping unit.
Infiltration is fair, and surface runoff is medium. The
hazard of further erosion is moderate. This soil is easy
to keep in good tilth and can be worked throughout a
wide range of moisture content. A crust forms on the
severely eroded spots after hard rains, however, and
clods form if those areas are worked when wet. The crust
and the clods interfere with germination. As a result,
stands of crops are poor and replanting of the severely
eroded spots may be necessary. An even stand of tobac-
co is hard to obtain. Plants in an uneven stand mature
at different times, This increases the difficulty of harvest-
ing and curing the crop and reduces the quality of the
tobacco.
About two-thirds of the acreage is in cultivated crops
or pasture, and the rest is in forest or in other uses.
The cultivated areas are used chiefly for row crops, es-
pecially tobacco and cotton, but this soil is well suited
to all the locally grown crops. In the areas that are cul-
tivated, practices that effectively control runoff and ero-
sion are needed. (Capability unit IIe-1, woodland suit-
ability group 5, wildlife suitability group 1)
Appling sandy loam, 6 to 10 percent slopes (ApQ.-
This soil is on narrow side slopes in the uplands. It has
a surface layer of light grayish-brown to dark-gray sandy
loam 7 to 15 inches thick. The subsoil is yellowish-brown
to yellowish-red, firm clay loam to clay that is mottled
with red in most places. The subsoil is 24 to 36 inches
thick.
Infiltration is good, and surface runoff is rapid. The
hazard of erosion is severe. This soil is easy to keep in
good tilth and can be worked throughout a wide range
of moisture content.
About two-thirds of the acreage is in cultivated crops
or pasture, and the rest is in forest or in other uses. The
cultivated areas are used chiefly for row crops, especially
tobacco and cotton, but this soil is well suited to all the
locally grown crops. Intensive practices that effectively
control runoff and erosion are needed in the cultivated
areas. (Capability unit IIIe-1, woodland suitability
group 5, wildlife suitability group 1)
11
Appling sandy loam, 6 to 10 percent slopes, eroded
(ApC2).-This soil is on narrow side slopes in the uplands.
In many places the present surface layer is a mixture
of the remaining original surface soil and of material
from the subsoil. In the less eroded spots, the surface
layer is light grayish-brown sandy loam. In the more
eroded spots, the color ranges to yellowish brown and
the texture ranges to sandy clay. Thickness of the sur-
face layer ranges from 3 to 7 inches. The subsoil is 24 to
36 inches thick and is yellowish-brown to yellowish-red,
firm clay loam to clay that is ihottled with red in most
places.
Included with this soil in mapping were some severe-
ly eroded spots where the subsoil is exposed. These areas
makeup from 5 to 25 percent of the total acreage in the
mapping unit.
Infiltration is fair, and surface runoff is rapid. The
hazard of further erosion is severe. This soil is difficult
Figure 2. Profile of Appling sandy loam, 2 to 6 percent slopes.
0
•
•
WAKE COUNTY, NORTH CAROLINA
structure ; friable when moist, sticky and slightly
plastic when wet; few fine pores; thin, continuous
clay films on ped surfaces ; few, small, hard sesqui-
oxide nodules ; strongly acid ; clear, smooth boundary.
B3t-42 to 65 inches, pale-brown (10YR 6/3) sandy clay loam ;
common, medium, distinct mottles of yellowish brown,
red, and light gray; moderate, medium, subangular
blocky structure ; friable when moist, and red mottles
are firm and brittle ; few fine pores ; thin clay films
on ped surfaces; strongly acid; clear, wavy boundary.
C-65 to 72 inches +, mottled red, pale-yellow, reddish-yellow,
and light-gray sandy lodm; massive (few platy struc-
tures occur, probably because of the nature of the
parent material) ; firm and brittle when moist; com-
mon fine pores ; sand particles appear to be cemented
by oriented clay ; medium acid.
The A horizons range from 4 to 20 inches in total thickness
and from dark grayish brown to pale yellow or strong brown
in color. The B horizons range from 50 to 72 inches in com-
bined thickness. Their texture ranges from sandy loam or
loam to sandy clay loam that is less than 20 percent silt. The
color of the B horizons ranges from yellowish brown to
brownish yellow in 10YR hues. In places the B horizons are
mottled with red. The combined thickness of the A horizons
and B horizons is more than 60 inches. Depth to hard rock is
more than 20 feet.
Norfolk soils (fig. 7) occur with Orangeburg, Faceville,
Goldsboro, and Wagram soils. They are less red than the
Orangeburg and Faceville soils and have a coarser textured
subsoil than the Faceville soils. The Norfolk soils are better
drained than the Goldsboro soils and have a thinner surface
layer than the Wagram soils.
Norfolk loamy sand, 0 to 2 percent slopes (NoA).-
This soil is on broad, flat interstream divides in the
uplands. The surface layer is dark grayish-brown to pale-
yellow loamy sand 8 to 20 inches thick. The subsoil is
yellowish-brown to brownish-yellow, friable sandy loam
to sandy clay loam and is 50 to 72 inches thick. In many
places this soil contains an incipient, discontinuous hori-
zon, with plinthite.
Infiltration is good, and surface runoff is slow. This
soil is easy to keep in good tilth and can be worked
throughout a wide range of moisture content. It has no
limitations to intensive use and no major hazards if it
is farmed intensively.
Practically all of the acreage is cultivated or in pas-
ture, but a small acreage is in forest. The cultivated areas
are used chiefly for row crops, especially tobacco and
cotton, but this soil is well suited to all the locally grown
crops. (Capability unit I--1, woodland suitability group
6, wildlife suitability group 1)
Norfolk loamy sand, 2 to 6 percent slopes (NoB}.-
This soil is on broad, smooth interstream divides in the
uplands. Its surface layer is dark grayish-brown to pale-
yellow loamy sand 8 to 20 inches thick. The subsoil is
yellowish-brown to brownish-yellow, friable sandy loam
to sandy clay loam 50 to 72 inches thick. In many places
this soul contains an incipient, discontinuous horizon,
with plinthite.
Infiltration is good, and surface runoff is medium. The
hazard'of erosion is moderate. This soil is easy to keep
in good tilth and can be worked throughout a wide range
of moisture content.
Practically all of the acreage is cultivated or in pas-
ture, and only a small acreage is in forest. This soil it
well suited to all the locally grown crops and is used
chiefly for row crops, especially tobacco and cotton.
Practices that effectively control runoff and erosion are
47
needed in the cultivated areas. Capability unit He-1,
woodland suitability group 6, wildlife suitability group
1)
Norfolk loamy sand, 2 to 6 percent slopes, eroded
(NoB2).-This soil is on broad, smooth interstream divides
in the uplands. Its surface layer is 4 to 8 inches thick. In
many places the surface layer is a mixture of the remain-
ing original surface soil and of material from the subsoil.
In the less eroded areas, the surface layer is grayish-
brown to pale-yellow loamy sand, but the color ranges to
strong brown and the texture ranges to sandy clay loam
in the more eroded spots. The subsoil is yellowish-brown
to brownish-yellow, friable sandy loam to sandy clay
loam 50 to 72 inches thick. In many laces this soil con-
tains an incipient, discontinuous horizon, with plinthite.
Included with this soil in mapping were some severely
eroded spots where the subsoil is exposed. These areas
make up from 5 to 25 percent of the acreage in the
mapping unit.
Figure 7.-Profile of a Norfolk loamy sand.
i
i WAKE COUNTY, NORTH CAROMNA
. %ons and B horizons is greater than 60 inches. Depth to hard
rock is more than 20 feet.
Orangeburg soils occur with Norfolk and Faceville soils.
They are more reddish than the Norfolk soils and have a
• coarser textured subsoil than the Faceville soils.
Orangeburg loamy sand, 2 to 6 percent slopes (OrB).-
i This soil is on broad, smooth interstream divides in the
uplands. Its surface layer is grayish-brown, light
brownish-gray, and pale-yellow to olive-brown loamy
sand 8 to 20 inches thick. The sllbsoil is red to yellowish-
red and strong-brown, friable sandy loam to sandy clay
loam that is 50 to 72 inches thick (fig. 8). In many places
this soil contains an incipient, discontinuous horizon,
with plinthite.
Included with this soil in mapping were a few places
where the slope is less than 2 percent. Also included were
some spots where gravel is on and in the surface layer.
Infiltration is good, and surface runoff is medium. The
i hazard of erosion is moderate. This soil is easy to keep
in good tilth and can be worked throughout a wide range
of moisture content.
This soil is well suited to all the locally grown crops,
and practically all of the acreage is cultivated or in pas-
ture. The cultivated areas are used chiefly for row crops,
especially tobacco and cotton. Practices that effectively
i control runoff and erosion are needed in the cultivated
areas. (Capability unit IIe-1, woodland suitability group
6, wildlife suitability group 1)
Orangeburg loamy sand, 2 to 6 percent slopes, eroded
lOrB2).-This soil is on broad, smooth interstream divides
in the uplands. Its surface layer is 6 to 8 inches thick. In
many places the surface layer is a mixture of the original
surface soil and of material from the subsoil. In the less
eroded areas, the surface layer is grayish-brown to light-
brown loamy sand, but the texture ranges to sandy clay
loam and the color is reddish in the more eroded spots.
The subsoil is red to yellowish-red or strong-brown, fri-
able sandy loam to sandy clay loam that is 50 to 72 inches
thick. In many places this soil contains an incipient, dis-
continuous horizon, with plinthite. 1
Included with this soil in mapping were some areas
where gravel is on the surface and in the surface layer.
Some severely eroded spots occupy from 5 to 25 percent
of the acreage in the mapping unit.
Infiltration is fair, and surface runoff is medium. The
i hazard of further erosion is moderate. This soil is difli-
• cult to keep in good tilth, but it can be worked through-
out a fairly wide range of moisture content. A crust
forms on the severely eroded spots after hard rains, and
clods form if those areas are worked when wet. The crust
i and the clods interfere with germination. As a result,
stands of crops are poor and replanting of those areas
may be necessary. An even stand of tobacco is hard to
obtain. Plants in an uneven stand mature at different
times, and this makes harvesting and curing of the crop
i difhcult and reduces the quality of the tobacco.
Practically all of the acreage is cultivated or in pas-
10 ture, but a small acreage is in forest. This soil is well
suited to all the locally grown crops, especially tobacco
and cotton. Practices that effectively control runoff and
erosion are needed in the cultivated areas. (Capability
unit lie-1, woodland suitability group 6, wildlife suit-
ability group 1)

49
Orangeburg loamy sand, 6 to 10 percent slopes,
eroded (OrC21.-This soil is on narrow side slopes in the
uplands. In about three-fourths of the acreage, it is mod-
erately eroded. In the rest it is slightly eroded or severely
eroded. The severely eroded spots make up from 5 to 25
percent of the acreage in the mapping unit. In many
places the surface layer is a mixture of the remaining
original surface soil and of material from the subsoil. In
the severely eroded spots, the subsoil is exposed. In the
slightly eroded areas, the surface layer is grayish-brown
to light-brown loamy sand that is 6 to 8 inches thick, but
the texture ranges to sandy clay loam and the color is
reddish in the severely eroded spots. The subsoil is 50 to
60 inches thick and is red to yellowish-red and strong-
brown, friable sandy loam to sandy clay loam. In many
places this soil contains an incipient, discontinuous hori-
zon, with plinthite. Included in mapping were some areas
where gravel is on the surface and in the surface layer.
Figure 8.-An Orangeburg loamy sand to a depth of 4 feet
•
•
SOIL SURVEY
60
when wet; many fine, woody roots; many fine pores;
strongly acid; clear, smooth boundary.
B22g-10 to 20 inches, dark-gray (10YR 4/1) fine sandy clay
loam; few, medium, prominent; strong-brown mot-
tles; weak, medium, subangular blocky structure;
friable when moist; slightly sticky and slightly plas-
tic when wet; common, fine, woody roots; many fine
pores; strongly acid; clear, smooth boundary.
B23g-20 to 30 inches, gray (10YR 5/1) -sandy clay loam
massive; friable, when . moist, slightly sticky and
slightly plastic when wet; few fine pores; few, small,
rounded pebbles; strongly acid; abrupt, smootb
boundary.
Cg-30 to 40 inches -I-, mottled gray and dark-gray sandy
loam ; massive; very friable when moist, slightly
sticky and slightly plastic when wet; common fine
mica flakes ; few, fine, rounded quartz pebbles ;
strongly acid.
The Al horizon ranges from dark grayish brown to brown
in color and from 3 to 12 inches to thickness. The color of
the B horizons ranges from gray to dark gray of 10YR hue,
and the combined thickness of those horizons ranges from
15 to 30 inches. In general, the texture of the B horizons
ranges from sandy loam to silty clay loam or sandy clay
loam. In places, however, the texture in parts of the B hori-
zons is sand. The soil material in those areas is massive or
has subangular blocky structure. Thickness of the solum
ranges from 20 to 40 inches. Depth to hard rock ranges from
3 to 15 or more feet.
Wehadkee soils occur with Chewacla, Roanoke, and Bibb
soils. They are more poorly drained than the Chewacla soils,
have a coarser textured subsoil than the Roanoke soils, and
have a finer textured subsoil than the Bibb soils.
Wehadkee silt loam (0 to 2 percent slopes) (Wn).-This
is a poorly drained soil on the flood plains of streams. It
has a surface layer of dark grayish-brown to brown silt
loam 3 to 12 inches thick. The subsoil is gray to dark-
gray, friable sandy loam to silty clay loam or sandy clay
loam. It is commonly mottled with stro brown and
yellowish brown and is 15 to 30 inches thi
Infiltration is good, and surface runoff.is slow to
ponded. Where this soil is drained, it is fairly easy to
keep in good filth and can be worked within a fairly
wide range of moisture content.
This soil is fairly well suited to a few locally grown
crops. It is mainly in forest, however, though a small
acreage is in pasture. The soil is wet and is subject to
overflow and ponding, which are very severe hazards.
Adequate drainage is difficult to obtain, but surface and
subsurface drainage are needed if cultivated crops are
to be grown. (Capability unit IVw-1, woodland suit-
ability group 2, wildlife suitability group 3)
Wehadkee and Bibb soils (0 to 4 percent slopes) (Wo).----
The soils of this unit are poorly drained and are so
similar in use and management that they were mapped
together as an undifferentiated unit. Some areas consist
entirel7.of Wehadkee soil, others consist of Bibb soil,
and still others consist of a combination of Wehadkee,
Bibb, and minor included soils. About 40 percent of a
typical mapped area is Wehadkee soil, 30 percent is Bibb
soil, and 30 percent in Chewacla, Mantachie, or other
soils.
The Wehadkee soil has a surface layer of dark grayish.
brown to brown silt loam 3 to 12 inches thick. Its subsoil
is gray or dark-gray, friable sandy loam to silty clay
loam 15 to 30 inches thick. In most places the subsoil is
mott
The
led with strong brown and yellowish brown. Bibb soil, ish-brown surfae a layer of grayish-brown sandy loam 4 rtod 12 k inches
thick. Its subsoil is varied in color and texture, but the
colors range from light brownish gray to black mottled
with gray and brown, and the texture ranges from loam
to sandy loam. The combined thickness of their surfaca
layer and subsoil is more than 36 inches.
The soils of this mapping unit are on flood plains; in
narrow upland draws, and in depressions throughout the
county. In those areas the stream channels are poorly de-
fined. Where these soils are on flood plain along streams,
they are wet, are subject to very frequent flooding of
long duration, and have a water table at the surface for
periods of as much as 6 months. The soils in draws are
also wet and have a water table at the surface for periods
of as much as 6 months. In those areas, however, flooding
is of only short duration, though it is frequent. In many
places the stream channels in the upland draws are well
defined.
Surface runoff is slow to ponded, 'Infiltration is fair
for the Wehadkee soil and good for the Bibb.
Nearly all of the acreage is in mixed hardwoods and
pines. Flooding and ponding are very severe hazards;
Adequate drainage of these wet soils is difficult to obtain,
but both surface drainage and subsurface drainage are
needed if cultivated crops are to be grown. (Capability
unit IVw-1, woodland suitability group 2, wildlife suit-
ability group 3)
White Store Series
The "White Store series consists of gently sloping to
moderately steep, moderately deep, moderately well
drained soils on Piedmont uplands in the western part
of the county. These soils are on rounded divides that
have a difference in elevation of about 50 feet between
the highest and the lowest points. They have formed
under forest in material that weathered from sandstone,
shale, and mudstone of Triassic age. The water table gen-
erally remains below the solum. Because of the slowly
permeable subsoil, however, these soils have a perched
water table during wet seasons.
Natural fertility and the content of orvanic matter are
low, and permeability is slow. The availAle water capac-
ity and the shrink-swell potential are high. Except in
areas that have received lime, these soils axe very strongly
acid. Response is fairly good if suitable applications of
lime and fertilizer are made.
The White Store soils of this county are mainly in
forest. Some areas, however, are used for cultivated
crops or pasture.
Representative profile of a White Store sandy loam
in a wooded area one-fourth of a mile southwest of the
line between Wake and Chatham Counties on U.S. High-
way No. 1, 2 miles southeast on a gravel road to a five-
points intersection, 11/2 miles southwest on a gravel road,
and 500 feet west of road :
Ap-0 to 6 inches; light yellowish-brown (10YR 6/4) sandy
loam; weak, medium, granular structure; very fri-
able when moist ; many, fine, fibrous and few medi-
um, woody roots; few small quartz pebbles; strongly
acid; abrupt, smooth boundary.
B1-6 to 9 inches, yellowish-red (5YR 5/6) clay loam; moder-
ate, fine, subangular bloeky structure ; friable when
moist, sticky and plastic when wet; common, fine,
fibrous and woody roots; few thin clay films; very
strongly acid ; clear, wavy boundary.
0
10
BOIL SURVEY .
red, firm clay loam to clay that is mottled with red in most
places and is 24 to 40 inches thick. From 15 to 30 percent
of the surface layer is gravel. In many, places cobbles
are on and in the surface layer. Included in mapping
were a few areas where the slope is less than 2 percent.
Infiltration is good, and surface runoff is medium. The
hazard of erosion is moderate. This soil can be worked
throughout a wide range of moisture content, but where
the content of gravel and cobblestones is high, tillage is
difficult.
About half of the acreage is in cultivated crops or pas
ture, and the rest is in forest or in other uses. The cul-
tivated areas are used chiefly for row crops, but this soil
is well suited to all the locally grown crops. Practices
that effectively control runoff and erosion are needed in
the cultivated areas. (Capability unit He-1, woodland
suitability group 5, wildlife suitability group 1)
Appling gravelly sandy loam, 2 to 6 percent slopes,
eroded (AgB2).-This soil is on broad, smooth interstream
divides in the uplands. The surface layer is 3 to 7
inches thick, and in many places it is a mixture of the
remaining original surface soil and of material from
the subsoil. In the less eroded areas, the surface layer is
light grayish-brown gravelly sandy loam, but in the
more eroded spots the color ranges to yellowish brown
and the texture ranges to gravelly sandy clay. The sub-
soil is 24 to 40 inches thick and is yellowish-brown to
yellowish-red, firm clay loam to clay that is mottled with
red in many places.
Included with this soil in mapping were some se-
verely eroded spots where the subsoil as exposed. These
areas make up from 5 to 25 percent of the acreage in the
mapping unit.
Infiltration is fair, and surface runoff is medium. The
hazard of further erosion is moderate. This soil is diffi-
cult to keep in good tlth, but it can be worked through-
out a fairly wide range of moisture content. A crust forms
on the severely eroded spots after hard rains, and clods
form there if those areas are worked when wet. The crust
and the clods interfere with germination. As a result,
stands of crops are poor and replanting of those areas
may be necessary. An even stand of tobacco is hard to
obtain. Plants in an uneven stand mature at different
times. This increases the difficulty of harvesting and cur-
ing the crop, and it reduces the quality of the tobacco.
About half of the storage is cultivated or in pasture,
and the rest is in forest or in other uses. The cultivated
areas are used chiefly for row crops, but this soil is well
suited to all the locally grown crops. Practices that effec-
tively control runoff and erosion are needed in the cul-
tivated areas. Capability unit M-A, woodland suitabil-
ity group 5, wildlife suitability group 1)
Appling gravelly sandy loam, 6. to 10 percent slopes
(AgQ.-This soil is on narrow side slopes in the uplands.
Its surface layer is light grayish-brown to dark-gray
gravelly sandy loam 6 to 15 inches thick. The content of
gravel in the surface layer ranges from 15 to 30 percent.
The subsoil is 24 to 36 inches thick and is yellowish-
brown to yellowish-red, firm clay loam to clay mottled
with red in many places. In many areas cobblestones are
on the surface and in the surface layer.
Infiltration is good, and surface runoff is rapid. '
hazard of erosion is severe. This soil can be woi
throughout a wide range of moisture content. It is i
cult to till, however, in areas where the content of gr;
and cobblestones is high.
About one-fourth of the acreage is in cultivated ci
or pasture, and the rest is in forest or in other i
Where this soil has been cleared, it is used chiefly for
crops, but is is well suited to all the locally gr
crops.. Intensive practices that effectively control ru
and erosion are needed in the cultivated areas. (Capf
ity unit IIIer-1, woodland suitability group 5, wik
suitability group 1)
Appling gravelly sandy loam, 6 to 10 percent slo
eroded (AgU).-This soil is on narrow side slopes in
uplands. In many places its surface layer is a mix
of the remaining original surface soil and of mat(
from the subsoil. The surface layer is 3 to 7 inches t
and ranges from light grayish-brown gravelly so
loam in the less eroded spots to yellowish-brown gn
ly sandy clay in the more eroded areas. The subsoil i
to 36 inches thick and is yellowish-brown to yellow
red, firm clay loam to clay that is mottled with rep
most places. In many places cobbles are in the sur
layer and on the surface.
Included in mapping were some severely eroded s
where the subsoil is exposed. These areas make up f
5 to 25 percent of the acreage in the mapping unit
Infiltration is fair, and surface runoff is rapid.
hazard of further erosion is severe. The large numbe
pebbles and cobblestones, and the thin surface layer, n
this soil difficult to keep in good filth, but the soil ca,
worked throughout a fairly wide range of moisture
tent. A crust forms on the severely eroded spots
hard rains, and clods form if those areas are wo:
when wet. The crust and the clods interfere with gen
ation. As a result, stands of crops-are poor and replan
is sometimes necessary. An even stand of tobacc
hard to obtain. Plants in an uneven stand matur
different times. This increases the difficulty of harve:
and curing the crop, and it reduces the quality of
tobacco.
About -one-fourth of the acreage is cultivated, and
rest is in forest. This soil is well suited to all the log
grown crops, and the areas that are cleared are
chiefly for row crops. Intensive practices that effect'
control runoff and erosion are needed in the culti-V
areas. (Capability unit IIIe-1, woodland suitability g
5, wildlife suitability group 1)
Appling sandy loam, 2 to 6 percent slopes (Ap
This soil is on broad, smooth interstream divides it
uplands. Its surface layer is light grayish-brown to c
gray sandy loam 8 to 20 inches thick (fig. 2). The su
is 24 to 40 inches thick and is yellowish-brow
yellowish-red, firm clay loam to clay that is mottled
red in many places. Included in mapping were a
areas in which the slope is less than 2 percent.
Infiltration is good, and surface runoff is medium.
hazard of erosion is moderate. This soil is easy to
in good tlth and can be worked throughout a wide r
of moisture content.

• Plummer soils are limited in suitability for crops, and
*they are not important for farming. Most of the acreage
is in forest, but a small acreage is in pasture.
Representative profile of Plummer sand in a pasture
1.1 miles south of Holland station, 1,300 yards northwest
Won a farm road, and 15 yards east of road :
• 02-1 inch to 0, very dark brown (10YR 2/2) decomposed
grass, weeds, and other litter; medium acid.
• Ap-0 to 4 inches, very dark broft (10YR 2/2) sand; struc-
tureless; very friable when moist; many fine and
medium, fibrous roots ; many fine pores ; medium acid ;
• clear, smooth boundary.
Alger to 11 inches, mottled dark-gray (10YR 4/1) and gray
• (10YR (3/1) sand; structureless; very friable when
moist ; common, fine, fibrous roots ; many fine pores ;
medium acid ; clear, irregular boundary.
• A21g-11 to 36 inches, gray (10YR 6/1) sand ; very few, fine,
distinct, very pale brown stains of organic matter;
• structureless; very friable when moist; few, line,
fibrous roots; many fine pores; some sand grains are
• coated, but many are uncoated ; medium acid ; clear,
smooth boundary.
A22g-36 to 50 inches, light-gray (10YR 7/1) sand ; structure-
0 less ; loose when moist ; sand grains are uncoated ;
various feldspar colors stand out among the light-gray
• quartz sand grains; few, fine, •subrounded quartz peb-
bles ; medium acid.
• Btg-50 to 60 inches, gray (10YR 6/1) sandy loam; common,
medium, distinct mottles of brownish yellow ; weak,
• medium, subangular blocky structure; friable when
moist; strongly acid; gradual, wavy boundary.
C9_60 to 72 inches -f-, gray (10YR 6/1) loamy sand; strue-
• tureless; very friable when moist; strongly acid.
The A horizons range from 40 to 60 inches in combined
. thickness and from very dark brown to gray or black in color.
In many places the A horizons are mottled with gray or dark
• gray. The Btg horizon ranges from 10 inches to more than
40 inches in thickness. Its texture is sandy loam to sandy clay
• loam, and Its color is gray of IGYR hue, mottled with brown-
ish yellow. The combined thickness of the A and B horizons
is 60 inches or more. Depth to hard rock is 20 feet or more.
• rlummer soils occur with Rains soils, but they have a
thicker surface layer than those soils.
Plummer sand (0 to 2 percent slopes) (Ps).-This is
the only soil of the Plummer series mapped in Wake
County. It is in upland depressions. The surface layer is
very dark brown or 0Tay to black sand 40 to 60 inches
thick. The subsoil is light-gray, very friable sandy clay
loam to sandy loam 10 to 40 inches thick.
Infiltration is good, and surface runoff is slow to
•ponded. Wetness and surface ponding are severe hazards
to crops. Where adequately drained, this soil is easy to
.keep in good tilth and can be worked throughout a wide
range of moisture content.
Practically all of the acreage is in forest, but if it is
properly drained, this soil can be used to grow a few
)erennial crops that are suitable for grazing. Both siir-
ace and subsurface drainage are needed if cultivated
crops are grown. (Capability unit IVw-1, woodland
suitability group 8, wildlife suitability group 3)
9 Rains Series
The Rains series consists of nearly level, very deep,
*poorly drained soils on uplands of the Coastal Plain.
These soils are in depressions where the difference in
elevation is about 5 feet between the highest and the
low- est points. These soils are in the southern part of the
county, where they occupy both large and small areas.
WARE COUNTY, NORTH CAROLINA
51
They have formed under forest in Coastal Plain deposits.
A seasonally high water table is at the surface.
Natural fertility is low. The content of organic matter
is medium, and permeability and the shrink-swell po-
tential are moderate. Flooding is frequent, and the flood-
waters stay on the surface for a long time. Except in
areas that have received lime, these soils are very strongly
acid or strongly acid. Where the soils are properly
drained, response is good if suitable applications of lime
and fertilizer are made.
The Rains soils of Wake County are of only minor
importance for farming. Most of the acreage is in mixed
hardwoods and pines, but a small acreage is in pasture
or in cultivated crops.
Representative profile of Rains fine sandy loam in a
cultivated field 1.7 miles south of Willow Springs and
100 yards west of road :
Ap-0 to 8 inches, dark grayish brown (10YR 4/2) fine sandy
loam ; weak, medium, granular structure ; very friable
when moist; common, fine, fibrous roots; many fine
pores ; medium acid ; clear, smooth boundary.
1321tg--8 to 13 inches, grayish-brown (10YR 5/2) sandy clay
loam ; common, medium, distinct, yellowish-brown
mottles ; weak, fine and medium, subangular blocky
structure ; friable when moist, sticky and slightly
plastic when wet ; few, fine, fibrous roots ; many line
pores; thin clay films on ped surfaces; strongly acid;
clear, wavy boundary.
B22tg-13 to 22 inches, grayish-brown (2.5Y 5/2) sandy clay
loam ; common, medium, distinct, yellowish-brown
mottles ; weak, medium, subangular blocky structure ;
friable when moist, sticky and slightly plastic when
wet; few, fine, fibrous roots; many fine pores; thin
clay films on ped surfaces; strongly acid; clear, wavy
boundary.
B23tg-22 to 28 inches, gray (10YR 5/1) heavy sandy clay
loam ; common, medium, distinct, yellowish-brown
mottles ; weak, medium, subangular blocky structure ;
friable when moist, sticky and slightly plastic when
wet; many fine pores; medium clay films on ped sur-
faces; very strongly acid; clear, irregular boundary.
B3tg-28 to 65 inches, gray (10YR 5/1) sandy clay loam;
many, medium, prominent, strong-brown mottles ;
weak, coarse, subangular blocky structure tending to
massive; strong-brown mottles are slightly brittle and
are friable when moist ; gleyed mottles are friable
when moist and are slightly sticky and slightly plas-
tic when wet; strongly oriented clay films in cracks;
few, small, rounded pebbles; very strongly acid.
C-65 to 72 inches +, gray (10YR 5/1) loamy sand; struc-
tureless ; friable when moist ; very strongly acid.
The Ap horizon ranges from 6 to 20 inches in thickness and
from very dark gray to grayish brown or dark grayish brown
in color. The B horizons range from 40 to 60 inches or more
in combined thickness and from sandy loam to clay loam in
texture. The color of the B horizons ranges from gray to
grayish brown in 10YR to 6Y hues, and these horizons are
mottled with yellow or brown in many places. The combined
thickness of the A and B horizons is more than 60 inches.
Depth to hard rock is 20 feet or more.
Rains soils occur with Lynchburg and Plummer soils. They
are more poorly drained than the Lynchburg soils and have a
thinner surface layer than the Plummer soils.
Rains fine sandy loam (0 to 2 percent slopes) (Ra).-
This soil is in depressions in the uplands. It is the only
Rains soil mapped in Wake County. The surface layer is
very dark gray to grayish-brown fine sandy loam 6 to 20
inches thick. The subsoil is 40 to 60 inches thick and con-
sists of gray to grayish-brown, friable sandy loam to clay
loam, with common mottles of yellow and brown.
0
Exhibit A-1, continued: Hydrologic soil groups for United States soils
awWELL C 1 AMSELMO. BEDROCK A I ABC" I 1 AWMYDRAIM C 1 ASSUMPTION ¦
ANT 0 1 SWSTRATUII I ARCMAGAL e i AOw GARB 0 1 ASTA I
ANACAPA 9 1 ANSGAR eml ARCHBOLD A I ARMes$ D I ASTATULA A
ANACOCO 0 1 ANS
O 0 1 ARCNFW C I AWWIe1N 0 1 ASTOR !/D
ANACONDA 0 T
1 ANT FLAT C I ARCH¦RDALE C 1 ARMO 0 1 ASTOR. FLOODED 0
ANAHEIM C I ANTeL R I ARCNIS 0 1 ARMOLO A I ASTORIA !
ANAHUAC D 1 AnTELO?e SPRINGS C I ARCMIN 0 1 ARMOT C.P01 ATARQUt 0
ANAMITC D i AMTERO D I ARCHIM. COOL C I AMNTt C 1 4TASCO C
AMAPRA B I AMTMO B I ARCHULETA D 1 AWOL D I ATASCOSA 0
AMASA27 C I ANTMOLOP D i ARCIA C 1 AROSA C I MATE !
AMATOME D I ANTHONY e I AWCLAT D 1 ARP C ! ATCMEE 0
AMAU9 0 1 ANTIGO e 1 AWCO C I AMRAOa a I ATCO !
AMAY,nat • 1 AMT11LOU C I &RCo. OIIatMEB L 1 AWRasuff ¦ I ATENCIO •
AMAWALT D 1 ANTIOCH 0 1 ARCOLA C I ARREOONDO A I ATEPIC B
AMCHO B I ANTLER C I ADO C I ARRIRA C I ATHELVOLO 0
AMCHO. SALINE C I ANTOINE ! 1 ARDENPONT 0 I ARLINGTON e 1 ATHENA ¦
ANCHOR 00109T O 1 ANTOHITO C ( ARCENVOIW e { ARRIOLA 0 1 ATHERTOM ¦n
ANCHORAGE A I AMTOss 0 I AROEP e 1 APRtTOLA D I ATHOL •
ANCLOTE 9^1 ANTRO¦US e 1 ARDEP. WET C I AMOLIME C 1 ATKIMS 0
ANCLOTE. D I ANTWERP C I AROILLA C I ARRON D I ATKINSON e
DEPRESSIONAL I AMTS e 1 ANDIVEY e l AMROWMEAD C I ATLAS 9
ANCLO TIE . D 1 ANUNOt e I AROMAS 0 1 ARROTADA 0 1 ATLCE C.
FREDUENTLY I ANVtK e l ANOTOO e 1 &"OYO SECO ! 1 ATLOP .0
FLOODED I AMWAY e 1 ARecleo a I ARSITE 0 1 ATMORE e/0
ANCO C I AOWA ! 1 ARIDALC e i ABTA C I ATOKA C
AMoeRGEORGE ¦ I A?ACME 0 1 ARENA 0 1 ARTESIA .0 I ATOMIC e
AMDCRLV C I APAKUIE A I ARENA. GRAINED C I ARTESIAN 0 1 ATRAC 0
ANGERS C I APALACHEE 0 1 AREMALES a I AWTMOC e l ATRaVISADA 0
ANDERSON ¦ I APALO 0 1 ARMTSVILLE ¦ I ARTCIS C I AIRING e
AMOOK B I ARAnt JD e t ARENOSA a I AnUJO e l AT*VRA 0
ANDOVER 0 1 APELDOIIN 0 1 AREMLViLLE e l AMIRADtL C I ATSIDN C/0
ANDRADA 0 1 APEX 0 1 ARGALT D 1 APIA D 1 ATSIDN. TIDE D
ANDREESOM C i APtsMAPa 0 1 ARGENT D 1 ARMADA O 1 PLODDED
ANDREGG • 1 APISOM S I ARGENTA C I ARVANA C ( ATTELLA 0
ANDRES 9 1 APNAT e 1 ARGONAUT 0 1 ANVESON e/D1 ATTEP A
ANDREWS C ( APWAV D I ANGORA e 1 ARVILLA A I ATTEODCORT B
AMORUSIA A ? APOLLO ¦ 1 ARGYLE e I ARVIN B I Allegan e
AMORT 0 1 APOPKA A I &BIEL C I Anzo 0 1 ATTEWAM. VEY D
ANOTS S 1 APPANOOSE D 1 aRICaRA 0 I ASA P I ATTICA ¦
AHED D 1 AIPERSON C I ARIMO 0 1 A•a¦CAN • 1 ATTOTAC •
ANCLA 0 1 APPIAN ¦ I ARIPEIA C I ASOILL 0 1 ATWATER 0
AMETH e 1 APPIAN. C I ARIPINE A I ASCALON 0 1 AT?eLL 0
AMITH. ORY A I SALINE-ALKALI I ARTS 0 1 ASCAR C I ATWOOD 0
ANGELICA S MI APPIAN. WET C I ARISPE C I ASCMDFF e 1 AV Gnes !
ANSEL114A O 1 APPIAN. RECLAIMED C 1 40120 A I ASH SPRINGS C I AVA !
AAUGELO C ( 4PPLELUSH 0 1 ARKA•UTLA C I ASHLAT 0 1 AUSaPDUe D
ANGELUS ! 1 APOL90ELLIA C { ARKAMA C 1 ASHOON 0 1 AUSAEENAUe¦Ee •
AMG1E 9 1 APPLEGATE C I ARKAGVA C 1 ASMCPOFT e I AU¦ERIIY 0
ANGLE A I aPPLETOM C I ARKONA • 1 ASHOALE S I AUSRET C
AMGLEN C I APOLIMG B I AIKPORT e I &SM00n" 0 1 AUBURN D
4MGOLA C I 'Imam m I ARRSON e I ASHa I I AUBURNDALE 91f0
ANGORA ! I APT 0 1 AAKTON C I ASHER C I AUFCO D
AMGOS TURA R 1 APTAXISIC W I AOLAND R I ASHFORD 0 1 AUGGIC 0
AAa,ALT 0 1 APTOS C I ARLI C I ASMFORK 0 1 AUGS¦URG !/O
AMIAK 0 1 AQUILLA A } ARLINGTON C I asHGROYe 0 1 AUGUSTA C
ANIMAS C ( AQUINAS C 1 ARLINGTON. THICK ¦ 1 AsMMUMST C I AUGUSTINE ¦
AMIMTO D I ARA•RAO D 1 SOLUM I ASHIP'PUM C I AULD 0
ANITA D 1 &RADA ! I AOLD P I ASMKUM 6/91 AURA e
AMKENT 0 1 ARAGON C i ARL'u VAL A l ASHLAR ¦ 1 AUMELTE 9
ANKLAM D I AM4M8URU C I AiW.AGM p } ASHLEY 0 I aURCLIUS 6/0
AMCONA D ( ARANSAS 0 1 APNCO C I ASHLO 0 1 AURORA C
ANNABELLA ¦ I ARAPAHOS 8X01 APMELLS • 1 ASMMLD ¦ I AUSMUS 0
ANNANDALE C 1 ARAPIEN C I AnMIMOARiS C 1 ASNNUI. 0 I AUSTIN C
ANN&V S I ARARAT ! I ARMENIA D 1 ASNOLLeR 0 ( AUSTINVILLE •
AMNEMAINE C 1 ARAT D 1 ARK SA ¦ 1 ASHPORT S I AUSTWELL D
ANHIS C I ARAVAIRA C I AMR SPAN e l ASHTON W 1 AUT C
ANNIS. SALINE ! I ANAVC D 1 AWMtEt•VRG e 1 ASNUE e l AUTONDA 0
A" Is. DRAINED ¦ I ARAVCTOM ¦ 1 anr1J0 0 1 ASHUtLOT D I AUTRTVILLE A
ANNISOUAN C I AW¦ELA C 1 A1IRINGTON - D I ASHVODO C 1 AUXVASSE 0
ANNISTON e 1 AR¦io " C 1 ARMISTCAO C I Asttg C I AU2OUI !
ANNONA 0 1 A" OLas C ( APNITAGE C' I'ASOLT D I AVA C
ANOCON C 1 AReONE ¦ ( ARND ¦ 1 ASOTIA C 1 AVALON L
4110111 ¦ ( ARDOR ¦ 1 AWPCINE D I ASPARAS 0 } AVANT •
ANOMes C I ARSUCKLE ¦ I ARPOMA C I &MM • I AVAR 0
ANOW%LL D { AROUCKLE. MET C 1 ARMOUR ¦ } ASPEWMONT ! 1 ATAWATI A
ANSARI D I AAOUR4A C I &R11PVP C I ASPERSOM C I AYENAL ¦
AMSEL ¦ 1 AOBUS ! I APMSTtR C I ASSATEAGUE A l AVILLA 0
AMSELMO S I ARCATA ¦ 1 AIINSTRONG C I ASSIMIMS 0 I AVIS A
I A¦CETTC S ( ANNUCMEe C I ISSINNIODINE S i AVOCA B;
MOTes/ TWO MTD40LOGIC SOIL GROUPS SUCH 43 e/C INDICATES THe ORAIWCIWARAIMEO SITUATION.
MODIFIERS SHOWN. E.G.. BEDROCK SUBSTRATUM. OFFER TO A SPECIFIC SOIL SERIES PHASE FOUND IM SOIL MAP LEGEND.
A4 (210-VI-TR-55, Second Ed., June 1986)
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Exhibit A-1, continued: Hydrologic soil groups for United States soils
MASER Y I MCNAL9M• ?LOOMD C I WEVAL•IM• NUCK 0 1 MIKAL • 1 WOMAN D
AAlN S 1 Mt4AR • I SUBSTRATUM I NIVEY ¦ I NOP aM C
MASNPEAO • { h11M•11. STOUT C I New& as" . POMOED 0 I NIR/UL / 1 N611A ¦
MAf"061 C 1 "1116911 C i NEWALLA D I NIK]SMKA • 1 MORAO •
. "VILLE 0 { "VICE • ( MEwawNA C I NIKLASOM / 1 NON/!RT D
WASNWUK C ? M11]LTOM A { "[rAPK C 1 N1K0I. D I NORBORM! •
hASK9AG C 1 N111ft[M$11RG C 1 UK Be P:Mpl: O I hiLA160 C 1 ""CAN C
MASON C I M[KIA C 1 NEWARK. 01"wo. D 1 MILER 0 1 NORD /
m
w. GRAVELLY 0 1 NEKKCV 6 1 COOL I MIL11AP • 1 NORD•Y 6
x
Wf! O I N:KDNA • 1 00 UKUM ¦ I MI"ORO 1 It NORDCN •
MastAU C 1 NCLDORE 0 1 NlWAYCO ! 1 NI09RICK C I NOROIC •
"ASSET 11 1 wELLA B I rCr•ELL • I NIrN: 0 1 NOWDICOL /
NATALA • 1 NELLIS • I N!WEPG B I "is C 1MORbuff5s
._.
NATAL 0 I M[LNAN C 1 N!w/CRG• WET C ( "T"s C ( OfOLK /
NATANK C I NELfCOTT C I NlrBlPN C I NIMU[ • I MORI
NAT[M!2 B I "ELSE • I M[r•9RR/ C 1 M1MCN • F M00Q •
NATCHITOCHES O 1 NELSON C 1 Nfw¦RN • I NINlKaR O ( NOIIG: D
MATMALC C I MENAOJI ! 1 NlrCO O I MTNlMIL¦ O 1 MORKA •
M•T"RO? C I MENAM D I MCRCOMB A I NIMEPIPC B I NOKOOL •
"A tNRO?. MONSTOMV 0 I NENAM• DRAINED C 1 MIVO•L! B I MINEVEN • i MORLANO •
NATw9OP• COBBLY 0 1 N[MICO D I M[11 L • ( NINIGRCT B ! NORN• O
MATT C I "emote A I Mtr11LLTON D I NIOSILL C 1 MORMA• DRAINED C
NATIONAL ! 1 MEMOURS C I N[¦/I[LDf • 1 NIOTA 0 1 MOMaNGE[ 0
MATKIN O I MENA NA 0 1 M9WF %It a I M10TAZE C 1 000M•MI• •
NATO" AS B 1 New"0 C ( NEW'ORK G ( MIRE B I TIORO• C
MATNOT D 1 MLOII D I Ml WPOUMO C I NIPI"TUCK D I "ORRLST C
"&YURIT• a I MCOTONA B I NEVGLARUf ! I NIPPY • I N00Rff 0
MAUKATT 0 1 490ALTO A I ftew"AM A I MIPSUM C I NORRIfTON A
NAUM•URG C 114COEST• • { MVwMOUf[ / I MiOA 0 I MORTC C
MAUVOO / ( h[PNt C I h[NRIPK D 1 M111AC C 1 NORTEZ C
CA
:1
V4 D I N[POMSET C { "!rL•NOS ! 1 Nt11C C I MONTH POMOCR C
.
.
O 0 wePP9L ¦ I M[rL AMOS• •ANN C I NISL MC B 1 NOR TNBG00 C
MAYAN D 1 M[?TUM! A 1 "[wL IN • 1 MIl MMA C/OI hOpTM CAlTLC •
MAVASAN • I MtRlfOM ¦ I hEVMAM C 1 NIfNM&• POND90 D 1 NONTMCOTE an
MAVIOAD f l NEf MITT O I NLW1ATa C i NI$NOM O 1 NORTNDALE C
NAT 1N• 0 1 99$0• C I NlrPAlf C 1 NISOUALLY A I MOAT"/ICLO D
wAVD 7 1 M[SNANIMY 0 1 h[rPORT C I MTSYLA ! I NORTNNORC C
NAwNlT 0 1 NCSNOBA C I NCVRT • 1 MITCNLV 6 1 W THRUP C
NawT p I M[SIKA B { NEVSKAM ! 1 MTTTAW O 1 "DRTNf TAR C
MAKING ¦ I r[SIUs A I MCwf DM AM NTU 0 1 NORTHWATLR •
MAY! C t NESKANI • I hlrapOt[ • I ntULTI C I MORTMWOOD 010
MATPLD R I NESK OWIM C I M[Vl TLAD C 1 NIYANa ¦ 1 MORTON C
w TNI! O I Meta D 1 3VTON &" I "IWO1 C I MORTOMVILLE C
MaZ • l wefP9L94 C I M[VTEMIA • ( MIX 0 1 WP
9LL C
NAiATOM B { N[Sf D I NEWTOWN C { NtXA C :
I NORICM 0
MEahfCo C I "4SS9L ! I NIVULM ¦ 1 NIXON • I NORWOOD 1
M!lAGO
GO C I MeftlR C I MEVVICNNA 6 1 AIXO"TOM • f WS, •
N!S E C I h[STOR]A C", NEWT ILL! 0
M
{ 12 TMa 1 { .OTAL O
MEBG[N D I NeSTUCCA O I NlYGAT O 01RK
1 N B I NOTCH!? B
NElISN ¦ 1 NET C I NES PE RC[ C ( MORE D 1 hOII D
14E DNA 0 I METANTi ! ( NGAp DMAU R 1 NOBLE • 1 MOTNED - •
ME CAN ICUP 0 1 NCTCONG • 1 NGANDOK B I NOBLETOM C 1 MOTSP{Cp 0
NECESSITY C { MCTO • I NGAT?ANG C 1 h0.OCO / I NOTTAwA B
"ECM! C I w[TON• N I MGCD[Rus • 1 NO¦SCOT • I NDTT
lp •
MECONOA C ( ME/RAC A I MGERY UUL C I hOSUCK C TU
I AKIS C
NECTAR C I heTTLES C I m4feLN.GOR 0 I NOCKEh C I NOTUS. DOaIMED B
NCD• C I NCTTLt TOM C I Mt1iaRA C I NDOAWAV • I MDUOY[ O
NED[RLAwO / 1 MCU•11 RT B ( MTAP•OA ¦ I M0011N 6 I now CAN D
hrEDL! 0 1 New", C I NIAPT E I h001N[ • 1 NOVApK B
Mel OLE PEAK C I Ml URALIA C 1 M]!•5 e I hOILKE 0 1 NOVART D
NEEDLE Oe&K. LOAMY N I hKURaLIA. SANDY R t MIBLtY C I NCGAL C I NOVATO D
SUBSTRATUM ( PUBSTR•IUM I MtOS CM D I MOMILI O 1 "011 A
1
"
Ml EDLE "All. 7 I MEUSK! B 1 "IC•wDo 0 I NOKaf IPPI •
P/01 MOw.
1 •
OCCA. ALLY I N9VADAMILE C I hICNOLFLAT D I MOKAY C I NpvEN B/p
?L00o[D { hCVAOCR ! { MttwOL1A D I NOKNU C I NOW OT •
McEOLETON B I N[TAPC C I NICM D
L 1, ( NOLAN • 1 "OTCR R
NCLDLl YE C I w[vAT O i NIChOLf D4
O
L C 1 Not ]CNYCKY • 1 NOY[! C/D
WE CONOPE C I Never • I NICNCLY ILL! C I MOL IM • I MOT: C
KEL[Y a 1 NlVCRSIMII 0 1 RICKlt • I NOLO v 1 NOYSOM C
we EN C { NEVILL! • I MIC[IN [ 1 NpL1[M C 1 MUANf •
w[CN. r[t D I w11v tLLC- WIT C I wICX SVttt! C I POr AOA C 1 MUB7 p
KEN. OKA]N[D • I MErIM ¦ { wICODENUS B I woof a ( Kwev. ONAI"EO C
MCE44M C I hlVl"E B I NICOD[MUS. HOODED C I MONTE ¦ "T. PROTECTED C
hlle 0 1 "ETKA C I NICOLAS a I NOMDALTOM • I MUC C
M[! SE
L C 1 "EVOt11R D 1 h1COLLCT a 1 NOwD?AMU 0 1 NUCKOLLS •
.
NE11SO • I wEvT•H
::;'
AW C I KIDD C I MOMPANIIL 0 1 MUCLA 0
mart C I
U C I .1 ELSE* D I NODK C
f
C
NEGL[Y • 1 her CAMBRIA C 1 MIGMTMA we B 1 N00Ka CHAMPS O 1 NU[VA •
we wAl[r .I ( w[r•L$ih B/DI wtr.i tl ! ( h00RfaCK C 1 HUFF C
i
NOTES: Tea MVDROLOGIC SOIL GROUPS SUCH AS on INDICATES T49 ORAtMCG/YIOpAIN[0 SITUATION.
N001,1110S SHOWN. I.G.- BEDROCK SUBSTRATUM. RE1911 TO A SRECI/]C SOIL $90195 RNA![ FOUND IN SDIL ¦AP L[GCMO
A-28 (210-VI-TR-55, Second Ed., June 1986)
Exhibit A-1, continued: Hydrologic soil groups for United States soils
NUGlMT A I OCONALUFTEE a I OLD CAMP 0 I OPeMLAK! 0 1 OuXIS •
w m
UM a I OCONEE C I OLOEwuRG • I OKOUDM C 1 OSBORN C
:
MULV • ( OCOMTO • 1 DLDMAN [rol CPNIR C I OSeCRN. MODERATELY D
MULLIGAN ! I DCDBTA O t OLDS a I OPIFIRAC D 1 YET
MIMA a 1 OCOUEOC A I OLDSF[RRT C 1 OPLIM C I OSCAR O
NUNOIN C 1 OCOYlOC
C
m O I OLDIE S/OI OHIO 0 1 O$CURA C
MUM[MARER D 1 M0
;ZLT YET
:A I OLD•PAR• D ! OPPIO. STONY C I OSGOOD C
NUNICA C I OCRAIS D I DEPRESSIOMAL ( ODUAGA C 1 Osseo a
MNMM C I OCTA6am 6 ! DLeLO • I OOUIN C I OSMAYA D
MYMM• MODERATELY • 1 OCTAVtA s l 01.1140 D I O¦A C I OsNROfM C
YET 1 ODAS a 1 OLEMTANGT A.0DI ORACLE 0 1 afHON! 0
NUNNSTON C 1 ODELL 5 1 OLEDUA • 1 ORAiDAN D I OSHTEMO G
NUPART 0 1 DUN A i OL[TE C ( ORAIO C ! Oltew AID
MYPPlA P I OMISSION 0 1 OL[X • 1 MEAN 6 1 OSITO C
NURRET • I ODERNOTT C 1 OLF O I
- ! OSKA C
ffY6f 0 1 OD[AMOTT. STONY o 1 OLaA C I 9P•MGt6RE= -
J3 l MUMO •
NUTALL 0 1 Op[ff• 0 1 ILI a l 'ORAMaIVAL I *so C
M/TIVoL1 A ( ODIN C I OLIAGA C I DRCAP C I osose D
MUTLlY . C I DONE 0 1 CLICAL • ! ORCAS D 1 OSOLL D
MYTRAS C 1000 s 1 OLIN • 1 ORCNARO a l Due IOct a
NUTRIOSO • I OOONNCLL C 1 01. 1040A E ( COCKY ¦ 1 Of Of! a
NYYALD! • I OlLOP • t DLIPNANT s 1 ORD B 1 asfl?N •/0
MY YO¦E C I O[ST s l OLVEMNALf 0 1 OROMA D I OSSTP[E 0
NYALA s 1 Oa T[RL! C { OLtVI/R C I ORDNANCE C t CST •
NT! 6 1 OrFaN6ACM[R C 1 OLJ[TO • I ORDYAT 6 I OSTLER C
NYJACR C 1 DFU ¦ I OLLEI 0 1 OBtAN• a l DSIRAMolR t
wYROR! ? I Oi?RTV C I OLLIERIVAS 0 1 ),C.MMA • t OSWALD 0
NTSERYA t l DGEL CN[E 51011 OLMI TO D ! ORL JA3 r I DTAMVA 0
MYfSA C I O@MAY C.0DI DUNITI ¦ I DBELIA 0 1 GIVEN C
MTfSATON S 1 04ILVIE 6.001 OLPOS C I ORELLA 0 1 arena a
N?SYONGCR 0 ! OGLALA ¦ 1 OLMSTED !rol OPEMOA ¦ 1 OTHELLO C/a
0.5RT[N f 1 me ¦ I oLN[S • I OREMEVA C I OTISCO A
O•NEt" 6 1 DGLlSDT D ( OLMEY a l ORFORD 0 1 OTISTILLE A
DAMe • F OGRAL ¦ I OLOAVA s I.Ow"OD 0 1 OTLET •
OAK GLEN 6 1 ONACO C I oLDKUI D I ORICTO 5 11 OTONO a
OAK iROVt •' ! ONAMA C I OLONOUMT C I OPtOIA 0 1 OTOOLE C
OAKALLA 6 1 0611• A I OLOMPALI D I ONTO, A I OTTER ¦ e
O•R:ORo C I OMOP C I :LOT C I ORI
O • 1 OTT[RMOLt a
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OAKNILL 6 1 Oil" AT C 1 OLTON [ 1 CRITA a l OTTOSEw !
OARMURST a 1 OJTTO C 1 CLUST!! SMI OPTZAGA C I OTTUMWA
OAKLAND C 1 OJITOS 6 1 OLVIC s l ORIZAGA. *"AIMED 0 11 OTrAT D
".LeT C 11 OKANOGAN 5 1 CLYMPIC a I ORLA 5 1 OTrELL C
OAKLINlTER C I aRATON 0 1 OMAOI / t o&LAND • ( OTYI
N C
DAKTTLLE A ! DO, 0 1 DMA[ C 11 ORLANDO A N
I DUACIT? C
OAKWOOD • I OKAT ¦ I OMEGA A I ORLI[ C I OUARO a
OANAPURA • ! DREe • I OK NA ¦ 1 ORMAS • ( DULA a
OASIS a ! OKElCNO•EE 6/01 0010 ¦ I CONISTON C I OuPICO C
OATLANDf ¦ I DKe[LANTA ¦rol OMNI 0 11 ORMSOT C I DURAT 0
OATwAw 6 I OREEL?MTA• a l DOMO C I Da"BAfeM P 1 OUSLlT C
OATUU 0 1 OCPRESSTOMAL l O?STOT7 C I ONO FIND ¦ t OUTERKIRK s
OGAM C I CKElL:MTA. TIDAL D I O.RJLCA C I ONO "AMo! D ! OUTLET t
OBANTOM C ! ORE[LMTA. FL0009 0 1 Ofu trol OPaGNlw 0 I OUTLOOK D
OBARO a l OR[ETE! O I DNAM IA 6 I OROMOCO s 1 OUTLOOR• DRAINED C
w!M C I ORE MAN C I pMAOUt O I CROSE C I OVAL L C
0•IfPO D ! ORtOT• 0 1 ONARSA ¦ ! OROYAOA t I DVAN D
DDRAST 0 I OKLAR90 a I DMASON r ( OMARK C 1 DTAN00 A
ORA AT 0 1 or-Alm • 1 *NAVA D I ORPMA s 1 aV[RGAARD C
aISCURITY ¦ 1 OKLAYAHA 11/o1 ONAWAY
! I ORPMAMT D ( OVERLAND C
OBSERVATION C I Om 0 1 OMAYA • ! Dow • 11 DY[PtY C
o•fMw a 1 ago. STONY C I ONlCO • 1 ORR. GRAVELLY C 11 oveRTow D
OCALA C I ORosail GM ONEIL C I SUBSTRATUM I CVIATT 6
*CAN f![ C I ORO¦OJI. PoNoEO 0 1 ONEONTA a 1 ORRus 0 1 OY IO C
OCAwA a l ORDLOMA 0 1 ONITA C I ORRVILLe C OVINA
1 B
OCCDOU M • 1 a Re[K D 1 MITE a 0 SA A .
OVANKA t
OCCUN 6 I MIST G 1 OMETD 0 1 ONSET S 1 OYtGO D
OCt ANET D I OKTANA a l ONOTA S 1 DRS two a I areN Cam C
OCIANO A ! ORTIS¦!W D I ONSLOY ¦ 10¦TIGA • 1 OPENS D
OCM[T[D•N ¦ 1 OLA C 1 ONTARIO a 1 ONTILLO • 1 OWCMTOVM ¦
OCNLOCRON[[ 6 ! OLAA A l OMTeoRA C 1 CRYING 0 I ON NI ¦
OCNO O 1 @LAC 0 1 ONTRD p l ORTIZ C I OYTMIA p
OC"CO C I OLAMCNA • I ONTONAGON 0 1 ORTON a l OYLCAN 6
OCMOP![ " I OLAND ¦ I ONVI a l OPRASN A l DYOSSO G
OCI C 1 OLAwTA • 1 OORALA A I oRYET A/D I OYfEL t
OCTL L• C ! OLASM[S a t OOSEN A 1 ORRIS; • ( DrYMEE 6
OCRLET ¦ 1 OLATME 0 1 OPAL 0 1 OBSOOD 6 1 Oz¦OV C
OCOEL 0.00 1 OLSU+ 0 1 OPELIKA 0 1 DfAGE a I ORCOREL p
NOTES: Ts0 MTOROLO GIC SOIL GROUPS SUCH AS an INDICATES Taft OMAIA;41U1001I1eD SITUATION

MOOTFIen& S
HOOS"
. E.G.. BEDROCK SUBSTRATUM
REFER TO .
.
A SPEC IFIC SOIL SERIES PHASE FO UND IN SOIL NAP LEGEND.
(210-VI-T'R-55, Second Ed., June 1986) A-29
Exhibit A-1, continued: Hydrologic soil groups for United States soils
POOUOMOCK C 1 PRINTER a 1 PUNCHBOWL
POWINIO C 1 PRENTISS C I PUNS
PURIM O 1 PISA N I Puma
POMROME ¦ I PRIfNIR a I PUMONU
PONT • I ORtifT0 / I PUNS IT
PORT BYRON • I PR<fTOM A I PUNTA
PORTAGE 0 1 PRIWITT I 1 PUNTILLA
PDRTAaIVILLI D I PREY C I PURCELL&
PORTaLE
: a I MICE a I PUNCHES
PODIA LT 0 1 Pa1DA C I PUROAR
PORTENFIILO C I "low" 0 1 PUROY
PC T911S B { PRIESTLAKE B 1 PURETT
PO¦TIRVILLE D I PRIITA D 1 PURGATORY
PORTMILL D I PRIM D I PURNER
PORTIA C I PstMEAUa C I PUNOO
PORTINO C { PRIwEM O I PURSLEY
PORTLAND D I PRINGMaR a f OURVES
PORTPOVMI f ( PRINCETON 0 I PUSHMATANA
PORTMEOF a I PRINEVI.LLE C 1 PUITOI
PORTOLA a I PRING a I PUTMAP
PORTSMOUTH ¦iDI PRINGLE O l PUTNEY
PORIM 0 I PRITCHARD C I PUTT
POSANT 0 I PRITCHETT C 1 PUTTSTER
PCs 00 a 1 PROCHASKA "D1 PW Do
?OSEY • ? PROCTOR. a I PW Opal
00 IV•ILL& C I PROGRESSO C 1 PW PA
POSI TAf 0 1 PRON Ise O I PW PA. MO NSTON'
POSKIN C I PMIMO O I PWKALA
PDSO I I PDOMG C ; PWDEE
"SOS C I PROPNITSTDWM IODI PUYALLUIP
-
POST O I PROSPECT / I PTBUNw
POTAwUI • I PROSO ER I 1 PVL[
POTCHUs C { O"IsaR C 1 PYLON
POTEET C 1 PROTIVIM C I OYDTE
POTELL I ( "OUT C I PYOAPIO
POTH C I UNCUTT C I ?YRMDNT
POTLATCH C I PROVIDENCE C 1 PTRNONT. fEOROCK
POTOMAC A 1 PMOVIG C I SU¦STRATUM
POTDSI A I PROVO 0 I PVWELL
POTRATI C I PROVO BAT 0 I OUAFfNO
POTSDAM C I PROW D i QUAKER
POTTER C I POUDY a 1 OUAKlR TOWN
POTTINGER a 1 PRUE a 1 QUA"
POTTs a I PRUITTON 6 f GUAMON
POTTSBURG ¦0D1 PRUMIt 0 1 OUANAH
POUDRE D I PsLON C t OUANDER
POUJAO! 0 I PfUGA 6 I QUANTICO
POULSOO 0 1 PTARMIGAN C 1 QUARLES
POUNCE' D i PUAPUA 0 1 QUANTZIURG
POYlRf' O ( PUAULY • I OUARTIYILLE
Po'cr a i PUCHIA14 ¦ 1 QUARZ
POWDER • I PUDDLE ¦ I QUATAMA
POYDERHORN C ( PUEfCO 0 I GU•T
POWO[RWASM C I P{ER7A D I OUAZO
POW!!N C 1 PUIR TE CI TO D 1 QUEALMAN
POVELL C I PUETT D I oUCALT
POWER 0 I PUFFER D 1 GUEBRAOA
POWERLIM[ C I PUKlT 0 I QUEl1UT
PC LET

=
0
1 ?USET. PROTECTED
C
I QUCETS
00
"T C ! PUGSLIT C I OLtwADO
POWWANKEE a 1 NMI a I OuEMZ[R
POWWA TEA C 1 PUHIMAu 0 1 QUERC
POT D I PUICE C I QUCRENCIA
POTGAw 0 I PUL A C I DUETICO
POTMOR ¦ ( PULAMTAT C I QUICKSELL
POZO C 1 PULASKI B 1 QUICKSILVER
0020 BLANCO f I OILCAN C I oUICKVlRT
PRAT. C I PULENU B 1 QUIDEN "
PRAINIEVILLE • 1 PUL[laf / f QUICXSABE
PNAMisf C I PULLMAN 0 1 QUIETUS
PRATM<R C I PULPIT C 1 QUIGLEr
PRATLET C 1 PULE 0 1 GUIHI
PRATT A ( PULsIPMI! D 1 OUILCZME
PREACHER a I FULTNEY C 1 GUILLATUTE
PREAKNESS BOD I PUMEL 0 1 QUILOTOSA
PREATORSOM 6 1 PU02L. MOMGRAVILLT C I OUILT
PREs ISM Cn I PUMPER a { OUIMA
PNEaLE O I PIM• A I out CT
PRILO B I PWALUU D I QUINLAN
0 1 OUINLIVEN C 1 RAMROD C
C I oulMN *.-Of fAPSDELL 0
0 I GUINNIY C 1 NAMSOILL. DRAINED C
A i QUINTANA • 1 e D
C I aw"TO 0 1 RAMsMOMM -
a 11
6 001 QUINTON C I RANA O
6 1 QUITIRI• a I DANCE C
a i QUITMAN C 1 RANCHOSECO D
C I QUIVIRA C I RAMOADO C
C I QUONSET A I RAMDALL 0
D I GUOP•MT 0 1 NANDCORE D
a l QUODATANA D I MAMDMAN D
C I RADGITEY a l OANDOLPNI C
D I BASER C 1 RANDS C
0 I MAOIDEUa B ( saMDsIURG 0
6 1 PADUN is l MawGEE 0
D 1 RACE • I paNGER C
C I RACINE 0 1 ¦aNPUFF D
6 1 RaCREM A I RAMSLO D
a I RACOMOES a I RANSOM f
• I RACOON t001 RAMSTE/M a
C 1 *AD a I NAwtouL D
C I RAE. LACUSTRINE C 1 NAPaTEE D
A 1 SUSSINATUM I NAP[LJE a .
6 1 BAD. FL000I0 C I RAPM _ I
A I !ADDLE f l fAPHO •
f I RAOtR D IRA?IOAN
l a
0 1 PAOERSBURG I I Ra
tIE C
C I PADFORD ! APPAHAMNOCK
I 0
a 1 RAbl. B :
I HANSOM 6
0 ( RAONOR C I saROEN C
f l RAFAEL 0 1 RAMICK C
0 1 MAFTON O I RaRITaM C
• 1 NAFTRIVER C 1 RASPAND f
0 t RAGLAN f l RASILL[ s
0 1 Ragman I 1 RAISER !
C 1 MAGNEL B 1 $ASSET !
1 RAGO C I ¦ASTUS C 4
0 ; MAGPIE 0 1 RATAKE D
C 1 RAGSDALE 8ro1 MATH/UN C
C I RAaSOALE. OVER WASM a 1 RATHONU0 ¦
C 1 lA6TOWN C 1 ¦A TLAKE D
6001 BANAL C I MaTLEFLAT •
A I RawM C I BAILIFF 0
• 1 Pa"GRTM ¦ I BATON 0
a I MAIL 0 1 DATSOW C
I RAILCITT A ( RATTLER 0
D I RAINGON C I MATTE C
C I RAINET C I MATTE. STONT 0
6 I RAINIER C 1 RAUB C
C 1 MAINE O ( RAUSNT
C I ULNA- UVtLLE
I MAIMS. ?L000E0 D I RAUZ7 B
D 1 NaINfBORO C I fAVALLI D
C 10.INfVILLE f l RAVALLI. BEDROCK a
D I RaTROENT • 1 SUBSTRATUM
C I Ralf t
O
= C 1 R•VEN A
D NE
I C I RAVENDALE D
a I RAKE O I RAVeNELL 0
C 1 RAKIID C I RAVENNA C
0 1 OALEIGN 0 i RAVENSWOOD C
C I RALLOO O I NAV1A C
IF 1 NALLS B 1 RAVOLA •
0 1 RALPH • 1 R&VAN C
C ! n "ONSTON a I PAY[ C
D 1 MALSEM O l RAWLES a
C I NAMACERO 1 f RAWLIMS
¦ 1 RAMOLA C I Raw"" ¦
C ( NAMIDUILLET 0 1 RAMSONVILLE C
C I RAMELLi O 1 RArsuRN p
f l RAwtfts C I RATEX p
C I RANNEL C { RATFORO C
C I NANO C I OAYLAKE D
B I RARONA a I IATROMOVILLE 0
D I RAMONA. MAID C I RATN! . a
D 1 SUBSTRATUM I RATMEfFORD a
a I RAMPART • I PAYMMAM C
• 1 RAMPAOTER a I MA?MOLDSOM I
C 1 RAPPS 6 ( RAVOHILI C
NOTES: TWO HYDROLOGIC SOIL GROUPS SUCH AS 1101[ INDICATES THE DRAINED.-UNORAXwep SITUATIOM.
MoOIF1ENS SHOW". E.G.. /EDROCK SUBSTRATUM. REFER TO A SPECIFIC SOIL SERIES PHASE FOUND IN SOIL MAO LEGEND.
A-32 (210-VI-TR-55, Second Ed., June 1986) 1;
•
Exhibit A•1, continued: Hydrologic soil groups for United States soils
¦CLD
r[LOa
YELLER
WELLINGTON
rCLLVAM
WELLS
¦I'LLSBORD
rtLLSCREEK
WELLSED
rELLSTOM
WELLSVILLE
r:LOT
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WELRING
rCLSUM
WlLTen
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rENAI
revs. DRAINED
weMATCM![
r[NOANC
W;NOANI. DAAIMCD
=COVER
WEND TE
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WENTWORTH
rCOGUFKA
r[PD
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WEAL OG
WERM[R
W9nNOCK
WEfCOMMETT
WESOT
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VCS[A
rlSLET
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WESPAC
r[SPAC. SANDY
SUBSTRATUM
reff[L
W [f TwI OOK
VESTBURT
WEST•UTTE
•lI T CARP
WEST CRE:.
r9f TE
rElTERVILL9
r! f T FORTE
WEST MA WEN
WESTMAW9M.
SALINE-ALKALI
WCSTINoiAN
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We TTORE
WCSTrOREUwO
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IUTIED:I. THIN
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r 9S TWEGO
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W[TA
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WE TMeT
119THEY. OnAtMCD
r CTMORI
rlTSA:
C ( VLTTERMORN
C ! VtTZCL
C I VCTERTC"
0 t NCWCLA
• { re:09A
• l ¦CTCRS
C I WEYMOUTH
• 1 WMAKAMA
C 1 WMALAM
• 1 WHALEY
• I YMARTON
• I rMATCOM
C I rMATCLT
D 1 WHEATLEY
D 1 VIRATRto"
0 I VNIATVILLC
• 1 WHEtLEE
D ( ra.lELERVILLE
C I .HEELING
C 1 VNEELON
C 1 WMeTROCK
• ( VNETSTONC
D i rMICMU&N
D 1 VMIMCY
C 1 ¦NILPHAM6
• 1 rwtPP•MY
C 1 WMIPPLE
C I ONIZVOCR'
i 1 rMIR-
C I VMtfKC70tCR
a I rHI3PeRINi
• i rMtSTle
D ( WHET
C 1 rMItA[ER
D 19*11E House
D I WHITE STORE
D I UNIT; 504N
• 1 11M[Tecu
• I :Nt TECLOUD
D I rMTTtCOW
C I rwlTtcnOff
1 11NII FISH
C I VMITt?ooo
0 1 WNI T;MALL
C t VNITlHILLf
C 1 rM1T[MDRN
C i ¦MITEMORS9
• 1 rNI TIRNOB
C I rHITELAKC
• I .MIT;w•M
D I rMITEPlaR
• 1 WMITIRIVCR
C I rNITEROCK
1 rMI
C TE G*so=
( rMITlfBURG
0 I YMIT[fOM
•.1DI VMITl STONe
N
C I
• 1 ¦ .21 NI Tl THORR
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a ! VNITEVOLF
• I rNITIWOOD
• I .MITE WOOD.
a I NOMFLOOa[o
A I WHITtrRIGMT
• i YMITING
{ •NI TIMGC.
D 1 WNITLEY
C ( rMITLOCR
• I WMI THAN
• I rMt TMLT
D 1 = TORE
C I "PII L
• ( rMITSON
0 I ¦N;TTIER
C 1 rNITr;LL
C ? rmooRET
a I UNOLAN
D ] r.ORLec
C I rMY
C I rt•Aua
D 1 VICNIT•
s t rtcwvP
• t WI CK•.aM[•
C 1 WICK9-GUR6
CooI VICKERSHAM
a I VTCKETT
• 1 WICKMAN
• 1 rICKIUP
0 1 VICRSBURG
C I WICUP
C 1 r10erAN
0 1 WIDEN
•.1DI VICTSOE
• 1 rI"L
• 1 r::LAND
• ( ¦1E•GATE
• 1 VIFFO
• I Vts"eR
0 1 WIGGLETON
C 1 VISION
C I W/LAMA
• I WIL•AMRS
C 1 WtL•PAMA.
0 1 rIL•UR
C t rtL•URTOM
D 1 WILCO
C ! ¦ILCOK
a i VILCOKSOM
C I WILOALE
C 1 WILDCAT
• i VILotR:CGS
• 1 WILp6[
C I VILONORS!
C 1 WILDORS
D 1 VILDroob
D I WILE
D 1 WILEY
a I WILHITE
• 1 WILMOIT
0 1 WILKES
• I WILKESON
a I WILKINS
• I WILL
C ( WILLAST
0 ( WILLACT
B 1 WILLAK[M11[
• 1 ¦LLAMAR
• I r;LLArETTE
D I VtLLAM[TTC. WCT
0 I rtLLAMCM
C I WILLAPA
0 1 WILLARD
C ! rILLETTt
C I ¦iLLMILI
0 I rILLMO
• I ¦ILLIAMS
• 1 ¦1LLilwf@URG
0 1 ¦iLLIawSON
I ¦ILLSAMSPORI
cool WILLIAMSTOWN
•/DI WILLIAMSVILL[
I WILLIMAN
C 1 WILLIS
• 1 WtLLISTON
C I ¦tLLOW CntEK
• 1 VI LLOVOALC
• 1 rILLOW9MCC
0 1 WILLDVNAM
C I WILLOWS
e I rtLL¦000
• i rILM•
D I ¦ILEIN
B 1 WELLINGTON
C 1 ¦ILRONT
C 1 r1LMONTON
• I WILPAR
C I WtLPO1rT
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maRW SPRINGS. C I VAUPECA14
•
• ORAI MCO. ALKALI I VAUQUIK • 1
WARN fPRir6f. C ( raUR[9 0 I
DOAICED 1 WAUSEON •.1DI
• raRM SPRINGS. COOL C t VAUTOMA wool
WARMAN B.1DI WAVELAND wool
WARNAN. GRAVELLY A.1DI NAVtLAMD. O I
• SUBSOIL I DEPRESSIONAL {
r•eM/.K! 0 1 WarlnLT •rol
• Coo,
WMAfEE _
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11ARRENTO" 0 1 V•[ C I
• ¦ARSA¦ • I WaKPOOL D I
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• NATEaeuRi D I VEE ONARK • 1
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• rATC¦ee e I •lEKf C I
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•AUKON • 1 OR•INl0 I
WAULO C I WCLCM. RaRELY 3 1
• ¦AUwac • 1 FLOODED. DRAINED I
r•UMDEK • I WELCH. DRAINED C 1
¦auMa C I rric.uMO • 1
YauPACA B.1DI •;LCOMC e 1
•
•
NOTES. TVO MT0:CLOGIC 5C1L GROUPS SUCH AS •fC INDICATES THE ORAIME*oUNDRAIMCO SITUATION.
000IF195 SHOWN. [.G.. •EOROC[ SUBSTMATUr. REPER TO A SPECIFIC SOIL SERIES PHASE FOUND IM SOIL MAO LEGEND.
A-42
(210-VI-TR-55, Second Ed., June 1986)
s
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C
D
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a
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B
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91.10
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B
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•
D
•
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D
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s
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D
a
APPENDIX B
9 0 0 0 0 0 0 0 9 0 00 0 0 00 *-* 0 0 0 0 0 0 0 00
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an k - 4

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3-D To oQua& C t ®1949 D L
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• oPYI rme arm", 111E 04096 Source Data: US 50 it We. t : 12,000 Detail: 14.6 Datum: WGS84
•
•
•
Worksheet 3: Time of concentration (Tc) or travel time (Tt)
Project 6ukl ?T{ I p y'. By Date
Location CWIs- D (?1 Auk ? Checked Date
Circle one: Pr--es-en Developed
Circle one: T 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.'
Sheer 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 .S 100 ft) .......... ft
4. Trio-yr 24-hr rainfall, Y2 in
5. Land slope, s .............................. ft/ft
6. T . 0.007 (W 0.8 Compute T ...... hr
t P 0. s .4 t
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) ........... 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 - " Compute r ....... ft
V
15. Channel slope, s ........................... ft/ft
16. Manning's roughness coeff., a ..............
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 b, 1,
too

@t?
4qq
S zQ?
K
+.0
?nnn ?Z
5175/
??}} Z
Ltv?? + V.V1p,?
and 19) ....... hr
(210-VI-TR-55, Second Ed., June 1986)
D-
Worksheet for Pre DA 1 Channel
"Project D69criO.
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.030
Channel Slope 0.01500 ft/ft
Normal Depth 1.00 ft
Left Side Slope 5.00 ft/ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)

Results ...
Discharge 18.86 ft'/s
Flow Area 5.00 ft2
Wetted Perimeter 10.20 ft
Top Width 10.00 ft
Critical Depth 0.98 ft
Critical Slope 0.01710 ft/ft
Velocity 3.77 ftfs
Velocity Head 0.22 ft
Specific Energy 112 ft
Froude Number 0.94
Flow Type Subcritical
GVF input data...
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output
Upstream Depth 0.00 It
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.00 ft
Critical Depth 0.98 ft
Channel Slope 0.01500 ft/ft
Critical Slope 0.01710 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
41412006 9:20:05 AM 77 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 1
Worksheet 3: Time of concentration (Tc) or travel time (Tt)
Project a By Date
Location WOW AmA Checked Date
Circle one: Present Developed
Circle one: T 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 Te only) Segment ID
1. Surface description (table 3-1) .......0••••
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 . 0.007 (W 018 Compute Tt ...... hr - 0.5 0.4
P2 s
Shallow concentrated flow Segment ID
7. Surface description (paved or unpaved) .....
8. Flow length, L ............................. ft
9. Watercourse slope, a ....................... ft/ft
10. Average velocity, V (figure 3-1) ........... ft/5
11. Tt ' 3600 V Compute Tt hr
Channel flow Segment ID
12. Crone sectional flow area, a ft2
13. Wetted perimeter, pw ....................... ft
14. Hydraulic radius, r so pa Compute r ....... ft
w
15. Channel slope, s ... .............. ft/ft
16. Manning's roughness coeff., it ..............
1.49 r2/3 a1/2
i7. V n Compute V ....... ftJe
18. Flow length, L ............................. ft
19. Tt AN 3600 V Compute Tt ...... hr
20. Watershed or subarea Tc or Tt (add Tt in steps 6, L
w
41
100
iW
t0,4
OA +

VIVAN
994
t0,0
r 1,q
to
x 0, ors'
D,03 I + 1 I
,, and 19) ....... hi
w b 1' IBS
(210-V2-TR-65, Second Ed., June 1986 D-
Worksheet for Pre DA 2 Channel
Prgject Description
Friction Method Manning Formula
Solve For Discharge
Input Data= ..; ,.
Roughness Coefficient 0.030
Channel Slope 0.02500 ft/ft
Normal Depth 1.25 ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Results -
Discharge 25.91 ft'/s
Flow Area 4.69 ft-
Wetted Perimeter 7.91 ft
Top Width 7.50 ft
Critical Depth 1.36 ft
Critical Slope 0.01600 fdit
Velocity 5.53 ft/s
Velocity Head 0.47 ft -
Specific Energy 1.72 ft
Froude Number 1.23
Flow Type Supercritical
sVF Input Aata
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
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.25 ft
Critical Depth 1.36 ft
Channel Slope 0.02500 ft/ft
Critical Slope 0.01600 ftlft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster 106.01.056.001
41412006 9:20:11 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
•
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3.2
.50 -
-
.20 -
.10 -
w r
+? r
w
r
w
CL .06 -
r
h -
d
.04
O
V
L
d -
4A
3
10
.02 --
.01 -
.005 -
1
Figure 3-1.-Average velocities for estimating travel time for shallow concentrated now.
(210-VI-TR-55, Second Ed., June 1986)

1 1 1 i II I 1 I 1 1
2 4 6 10 20
Average velocity, ft/sec
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 flow 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)0.8 [Eq. 3-31
(P2)0-s s0.4
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 420% ...................... 0.06
Residue cover >20% ...................... 0.17
Grass:
Short grass prairie .... ................. 0.15
Dense grasses= ............................. 024
Bermudagrass ............................. 0.41
Range (natural) ............................. 0.13
Woodsy
Eight underbrush .......................... 0.40
Dense underbrush ......................... 0.80
'The n values are a composite of information compiled by Engman
(1986).
1Includes species such as weeping lovegra ss. bluegrass, buffalo
grass, blue gr- ma grass, and native &nvas mixtures.
When selecting n, consider cover to a height of about 0.1 ft. This
is the only part of the plant cover that will obstruct sheet flow.
where
Tt = travel time (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,
Rift).
This simplified form of the Manning's kinematic
solution is based on the following-. (1) shallow steady
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-L 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 shat?ow
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.
(210-VI-TR-55, Second Ed., June 1986)
3-
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 2
• Pre Developed DA 1
• Hydrograph type = SCS Runoff
• Storm frequency = 2 yrs.
• Drainage area = 26.40 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 3.65 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 13.72 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 11.82 min
Distribution = Type II
Shape factor = 484
•
i
•
•

Q (cfs )
•

• 14.00
i
12
00
• .
•
•
10.00
•
•
8
00
.
•
6
00
.
•

4.00
•

2
00 -
• .

0.00
• 0 2 5 7

Hyd No. 2
•
•
s
•
•
Pre Developed DA 1
Hyd. No. 2 - 2 Yr
9 12 14
Hydrograph Volume = 48,425 cuft
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
16 19 21 23 26
Time (hrs)
1
i
•
Hydrograph Plot
•
• Hydreflow Hydrographs by Intelisolve
• Hyd. No. 3
• Pre Developed DA 2
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 24.70 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 3.65 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 11.17 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of canc. (Tc) = 16.2 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Q (cfs)

12.00
•
•
10
00
.
•
•
8.00
•
•
00
6
• .
•
•
4
00
• .
•
•
2.00
•
•

0.00
• 0 3 5 8
• Hyd No. 3
•

•
•
•
Hydrograph Volume = 46,601 cult
Pre Developed DA 2
Hyd. No. 3 -- 2 Yr
10 13 15 18 20 23
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
X 1- 0.00
25
Time (hrs)
2
•
•
Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisoive
• Hyd. No. 2
• Pre Developed DA 1
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Drainage area = 26.40 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 4.80 in
Storm duration = 24 hrs
•
•
•
•
•
Q (cfs)

40.00
•
•
•
•
30
00
.
•
•
•
20.00
•
•
•
10
00
.
•
•
•
0
00
.
• 0 2 5 7
Hyd No. 2
•
•
•
•
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 35.35 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 11.82 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 100,042 cuft
Pre Developed DA 1
Hyd. No. 2 - 5 Yr
9 12 14 16 19 21
Q (cfs)
40.00
30.00
20.00
10.00
0.00
23 26
Time (hrs)
19 =
•
•
•
Hydrograph Plot
•
• Hydraffow Hydrographs by Irrtellsolve
• Hyd. No. 3
Pre Developed DA 2
• Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Drainage area = 24.70 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 4.80 in
Storm duration = 24 hrs
•
•
•
•
•
• Q (cfs)
•
30.00
•
•
25.00
•
•
• 20.00
•
•
15.00
•
•
• 10.00
•
•
• 5.00
•
•
0.00
• 0 2 5 7
• Hyd No. 3
•
•
•
•
•
Thursday, May 25 2006,6:10 AM
Peak discharge = 29.29 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (To) = 16.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 96,275 cuff
Pre Developed DA 2
Hyd. No. 3 -- 5 Yr
9 12 14 16 19 21 23
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
26
Time (hrs)
20
i
•
•

ydrograph

lot
• Hydraflow Hydrographs by Intelisolve
• Hyd, No. 2
Pre Developed DA 1
Hydrograph type = SCS Runoff
• Storm frequency = 10 yrs
• Drainage area = 26.40 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 5.58 in
Storm duration = 24 hrs
•

•
•
•
• Q (cfs)
•
60.00
•
•
• 50.00
•
•
• 40.00
•
•
• 30.00
•
•
• 20.00
•
•
10.00
•
•
•
0.00
• 0 2 5 7
• Hyd No. 2
•
•
•
•

Thursday, May 25 2006, 6:10 AM
Peak discharge = 52.70 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 11.82 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 141,597 cult
Pre Developed DA 1
Hyd. No. 2 --10 Yr
9 12 14 16 19 21
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
23 26
Time (hrs)
37 =
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by lntellsolve
• Hyd. No. 3
• Pre Developed DA 2
• Hydrograph type = SCS Runoff
• Storm frequency = 10 yrs
Drainage area = 24.70 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 5.58 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 44.10 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 16.2 min
Distribution = Type II
Shape factor = 484
•
•
•
•
•
Q (cfs)
•
50.00
•
•
•
40
00
• .
•
•
• 30
00
.
•
•
•
20.00
•
•
•
10
00
• .
•
•
•
0.00
• 0 2 5 7

Hyd No. 3
•
•
•
•
•
Hydrograph Volume = 136,264 cult
Pre Developed DA 2
Hyd. No. 3 --10 Yr
9 12 14 16 19 21
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
23 26
Time (hrs)
38 •

•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intellsolve
• Hyd. No. 2
Pre Developed DA 1
• Hydrograph type = SCS Runoff
• Storm frequency = 25 yrs
• Drainage area = 26.40 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 6.50 in
Storm duration = 24 hrs
•
•
•
•
•
• Q (cfs)
•
80.00
•
•
• 70.00
•
60
00
• .
•
50
00
• .
•
40
00
• .
•
30
0
• 0
.
•
• 20
00
.
•
• 10
00
.
•
•
0.00
• 0 2 5 7
• Hyd No. 2
•
•
•
•
•
Pre Developed DA 1
Hyd. No. 2 -- 25 Yr
9 12 14
Thursday, May 25 2006, 6:10 AM
Peak discharge = 75.06 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 11.82 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 195,834 cult
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
16 19 21 23 26
Time (hrs)
i
55
•
• Hydrograph Plot
•
• Hydraftow Hydrographs by IntelisoNe
• Hyd. No. 3
• Pre Developed DA 2
• Hydrograph type = SCS Runoff
• Storm frequency = 25 yrs
• Drainage area = 24.70 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 6.50 in
• Storm duration = 24 hrs
Thursday, May 25 2006, 8:10 AM
Peak discharge = 63.23 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 16.2 min
Distribution = Type II
Shape factor = 484
•
•
•
•
•
Q (cfs)
•
70.00
•
•
• 60.00
•
• 50.00
•
•
40
00
• .
•
30
00
.
•
•
20.00
•
•
10
00
• .
•
•
0.00
• 0 2 5 7
•
Hyd No. 3
•
•
•
•
•
Hydrograph Volume = 188,459 cult
Pre Developed DA 2
Hyd. No. 3 -- 25 Yr
9 12 14 16 19 21
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
1 11 0.00
23 26
Time (hrs)
56
•
•
Hydrograph Plot
•
• Hydraftow Hydrographs by Intelisolve
• Hyd. No. 2
• Pre Developed DA 1
• Hydrograph type = SCS Runoff
• Storm frequency = 50 yrs
• Drainage area = 26.40 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 7.25 in
Storm duration = 24 hrs
•
•
•
•
•
• Q (cfs)
• 100.00
•
• 90.00
•
• 80.00
• 70.00
•
• 60.00
•
• 50.00
•
• 40.00
• 30.00
•
• 20.00
•
• 10.00
0.00
• 0
•
•
•
•
•
•
Thursday, May 25 2006, 6:11 AM
Peak discharge = 94.48 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 11.82 min
Distribution = Type II
Shape factor = 484
Pre Developed DA 1
Hyd. No. 2 - 50 Yr
Hydrograph Volume = 243,447 cuft
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
26
Time (hrs)
73
2 5 7 9 12 14 16 19 21 23
Hyd No. 2
•
• 74
• Hydrograph Plot
• Hydraflow Hydrographs by intelisolve
• Hyd. No. 3
• Pre Developed DA 2
• Hydrograph type = SCS Runoff
• Storm frequency = 50 yrs
• Drainage area = 24.70 ac
Basin Slope = 0.0%
Tc method = USER
• Total precip. = 7.25 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:11 AM
Peak discharge = 79.87 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 16.2 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• 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. 3
•
•
•
•
•
Hydrograph Volume = 234,278 tuft
Pre Developed DA 2
Hyd. No. 3 -- 50 Yr
9 12 14 16 19 21
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
23 26
Time (hrs)
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Irrtelisolve
• Hyd. No. 2
• Pre Developed DA 1
• Hydrograph type = SCS Runoff
• Storm frequency = 100 yrs
• Drainage area = 26.40 ac
Basin Slope = 0.0%
?? Tc method = USER
• Total precip. = 8.10 in
Storm duration = 24 hrs
•
•
•
•
•
• 0 (cfs)
• 120.00
•
•
• 100.00
•
•
• 80.00
•
•
• 60.00
•
•
• 40.00
•
• 20.00
•
•
• 0.00
• 0 2 5 7
• Hyd No. 2
•
•
•
•
•
Pre Developed DA 1
Hyd. No. 2 -- 100 Yr
9 12
Thursday, May 25 2006, 6:11 AM
Peak discharge = 117.59 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 11.82 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 300,428 cuff
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
14 16 19 21 23 26
Time (hrs)
91
* Hydrograph Plot
i
i Hydraflow Hydrographs by Intelisolve
i Hyd. No. 3
Pre Developed DA 2
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 24.70 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.10 in
Storm duration = 24 hrs

i
•
•
Q (cfs)

100.00

80
00
• .

r 60
00
.

r

40.00
i
i
i
20
00
.
•
•
i 0
00
.
0 2 5 7
Hyd No. 3

41

Pre Developed DA 2
Hyd. No. 3 --100 Yr
9 12 14
Thursday, May 25 2006, 6:11 AM
Peak discharge = 99.64 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 16.2 min
Distribution = Type li
Shape factor = 484
Hydrograph Volume = 289,113 cult
Q (cfs)
100.00
80.00
60.00
40.00
20.00
0.00
16 19 21 23 26
Time (hrs)
92
APPENDIX C
.___. n __. _.. _ ___ _ _ _ ?._ __ _ I _ V
- - -
•
•
Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 5
• Post Developed DA 1 (to Pond)
• Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 44,30 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 3.65 in
Storm duration = 24 hrs
•
•
•
•
•
Q (cfs)
240.00
•
• 210.00
•
•
• 180.00
•
• 150.00
•
• 120.00
•
90.00
•
• 60.00
•
• 30.00
•
0.00
• 0.0
•
•
•
•
•
2.0 4.0 6.0 8.0
Hyd No. 5
Thursday, May 25 2006, 6:10 AM
Peak discharge = 228.23 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 = 511,842 cult
Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
3
Post Developed DA 1 (to Pond)
Hyd. No. 5 -- 2 Yr
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intellsohre
• Hyd. No. 6
• Post Developed DA 2
• Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
• Drainage area = 4.00 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 3.65 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 3.04 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Q (cfs)

4.00
•
•
•
•
3.00
•
•
•
•
2
00
• .
•
•
•
• 1
00
.
•
•
•

0.00
• 0 2 5 7
• Hyd No. 6
•
•
•
•
•
Hydrograph Volume = 7,687 cult
9 12 14 16 19 21
Q (cfs)
4.00
3.00
2.00
1.00
0.00
23 26
Time (hrs)
4
Post Developed DA 2
Hyd. No. 6 -- 2 Yr
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intellsolve
• Hyd. No. 7
• Post Developed DA 3
• Hydrograph type = SCS Runoff
• Storm frequency = 2 yrs
• Drainage area = 0.86 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 3.65 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 1.64 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Q (Cfs)
•
2.00
•
•
•
•
•
•
•
•
1
00
• .
•
•
•
•
•
•
•
•
0.00
• 0 2 5 7
• Hyd No. 7
•
•
•
•
•
Hydrograph Volume = 3,364 cult
9 12 14 16 19 21
Q (cfs)
2.00
.00
0.00
23 26
Time (hrs)
5
Post Developed DA 3
Hyd. No. 7 -- 2 Yr
Hydrograph Plot
Hydraflow Hydrographs by Intelisoive Thursday, May 25 2006, 6:10 AM
Hyd. No. 8
Post Developed DA 4
Hydrograph type = SCS Runoff Peak discharge = 2.83 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 0.55 ac Curve number = 95
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 3.65 in Distribution = Type II
Storm duration = 24 hrs. Shape factor = 484
Hydrograph Volume = 6,355 cult
Q (cfs)
3.00
2.00
1.00
0.00
0.0
2.0 4.0 6.0 8.0
Hyd No. 8
Q (cfs)
3.00
2.00
1.00
0.00
10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
s=
Post Developed DA 4
Hyd. No. 8 - 2 Yr
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No, 9
• Post Developed DA 5
• Hydrograph type = SCS Runoff
• Storm frequency = 2 yrs
• Drainage area = 0.54 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 3.65 in
Storm duration = 24 hrs
•
•
•
!
•
! Q (cfs)
•
2.00
•
•
•
•
•
•
•
•
1
00
! .
!
!
!
!
!
!
•
• 0
00
.
! 0 2 5 7
Hyd No. 9
•
!
•

•
9 12 14
Thursday, May 25 2006, 6:10 AM
Peak discharge = 1.03 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 = 2,112 cult
Q (cfs)
2.00
1.00
0.00
16 19 21 23 26
Time (hrs)
7 -
Post Developed DA 5
Hyd. No. 9 -- 2 Yr
i
•
•
•
•
•
•
•
•
•
•
•
•
•
•
r
•
•
•
•
•
•
•
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, May 25 2006, 6:10 AM
Hyd. No. 10
Post Developed DA 6
Hydrograph type = SCS Runoff Peak discharge = 0.48 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 0.63 ac Curve number = 58
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 3.65 in Distribution = Type 11
Storm duration = 24 hrs Shape factor = 484
s
Hydrograph Volume = 1,211 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
0
Post Developed DA 6
Hyd. No. 10 -- 2 Yr
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)
2 5 7 9 12 14 16 19 21 23
Hyd No. 10
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, May 25 2006, 6:10 AM
Hyd. No. 11
Post Developed DA 7
Hydrograph type = SCS Runoff Peak discharge = 0.32 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 0.42 ac Curve number = 58
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 3.65 in Distribution = Type 11
Storm duration = 24 hrs Shape factor = 484
9
Hydrograph Volume = 807 tuft
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
a
Post Developed DA 7
Hyd. No. 11 -- 2 Yr
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)
2 5 7 9 12 14 16 19 21 23
- Hyd No. 11
Hydrograph Plot
. Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Post Developed DA 1 (to Pond)
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
• Drainage area = 44.30 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 4.80 in
Storm duration = 24 hrs

Thursday, May 25 2006,6:10 AM
Peak discharge = 305.98 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type If
Shape factor = 484

Q (cfs)
320.00
280.00
• 240.00
• 200.00
• 160.00
• 120.00
80.00
40.00
0.00
• 0.0 2.0 4.0 6.0
Hyd No. 5
Hydrograph Volume = 700,066 tuft
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
Q (cfs)
320.00
21
Post Developed DA 1 (to Pond)
Hyd. No. 5 -- 5 Yr
•
•
Hydrograph Plot
•
. Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
• Post Developed DA 2
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
• Drainage area = 4.00 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 4.80 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 7.39 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Q (cfs)
•
8.00
•
•
•
•
6.00
•
•
•
•
4
00
• .
•
•
•
2
00
• .
•
•
•
• 0.00
• 0 2 5 7
• Hyd No. 6
•
•
•
•
•
9 12 14
Hydrograph Volume = 15,880 cuft
Q (cfs)
8.00
6.00
4.00
2.00
0.00
16 19 21 23 26
Time (hrs)
22
Post Developed DA 2
Hyd. No. 6 -- 5 Yr
0
0
0 Hydrograph Plot
•-
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Post Developed DA 3
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
• Drainage area = 0.86 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 4.80 in
Storm duration = 24 hrs

Thursday, May 25 2006, 6:10 AM
Peak discharge = 2.90 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484

Q (cfs)

3.00

2
00
.

1.00
•

0
00
.
• 0 2 5 7
Hyd No. 7
r

Hydrograph Volume = 5,838 cuft
9 12 14 16 19 21 23
Q (cfs)
3.00
2.00
1.00
0.00
26
Time (hrs)
23
Post Developed DA 3
Hyd. No. 7 -- 5 Yr
•
•
Hydrograph Plot
•
• Hydraftow Hydrographs by Intelisolve
• Hyd. No. 8
• Post Developed DA 4
• Hydrograph type = SCS Runoff
0 Storm frequency = 5 yrs
• Drainage area = 0.55 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 4.80 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 3.80 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of canc. (Tc) = 5 min
Distribution = Type I!
Shape factor = 484
•
•
•
•
• Q (cfs)

4.00
•
•
•
•
3.00
•
•
•
•
2
00
• .
•
•
•
1
00
.
•
•
•

0.00
• 0.0 10 4.0 6.0
• Hyd No. 8
•
•
•
•
•
Hydrograph Volume = 8,692 cuft
Q (cfs)
4.00
3.00
2.00
1.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
24
Post Developed DA 4
Hyd. No. 8 -- 5 Yr
•
•

Hydrograph Plot
•
• Hydraffow Hydrographs by Intefisolve
• Hyd. No. 9
• Post Developed DA 5
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Drainage area = 0.54 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 4.80 in
Storm duration = 24 hrs
•
•
•
•
•
• Q ws)

2.00
•
•
•
•
•
•
•
•
1
00
.
•
•
•
•
•
•
•
0
00
.
• 0 2 5 7
• Hyd No. 9
•
•
•
•
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 1.82 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 = 3,666 cult
9 12 14 16 19 21
Q (cfs)
2.00
1.00
0.00
23 26
Time (hrs)
25 5
Post Developed DA 5
Hyd. No. 9 -- 5 Yr
•
•
Hydrograph Plot
•
• Hydraflow Hydrographs by In telisolve
• Hyd. No. 10
• Post Developed DA 6
Hydrograph type = SCS Runoff
• Storm frequency = 5 yrs
• Drainage area = 0.63 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 4.80 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 1.16 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
Post Developed DA 6
• Q (cfs) Hyd. No. 10 -- 5 Yr
2.00
•
•
•
•
•
•
•
•
• 1.00
•
•
•
•
•
•
•
• 0.00
• 0 2 5 7
• Hyd No. 10
•
•
•
•
9
Q (cfs)
2.00
1.00
0.00
12 14 16 19 21 23 26
Time (hrs)
Hydrograph Volume = 2,501 cuft
26
•
•
•
Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve Thursday, May 25 2006, 6 :10 AM
• Hyd. No. 11
• Post Developed DA 7
• Hydrograph type = SCS Runoff Peak discharge = 0.78 cfs
0 Storm frequency = 5 yrs Time interval = 1 min
• Drainage area = 0.42 ac Curve number = 58
Basin Slope = 0.0% Hydraulic length = 0 ft
• Tc method = USER Time of conc. (Tc) = 5 min
• Total precip. = 4.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
•
• Hydrograph Volume = 1,667 cult
•
•
•
Post Developed DA 7
• Q {cfs} Hyd. No. 11 -- 5 Yr Q (cfs}
•
1.00 1.00
•
• 0
90
. 0.90
•
0
80 0
80
• . .
•
0.70 0.70
•
• 0
60
. 0.60
•
0
50
• . 0.50
•

• 0.40 0.40
• 0
30
. 0.30
•
0
20
• . 0.20
•
0
10
• . 0.10
• 0
00
. 0.00
• 0 2 5 7 9 12 14 16 19 21 23 26
• Hyd No. 11
Time (hrs)
•
•
•
•
•
27
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intel isolve
• Hyd. No. 5
• Post Developed DA 1 (to Pond)
• Hydrograph type = SCS Runoff
• Storm frequency = 10 yrs
• Drainage area = 44.30 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 5.58 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 358.38 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)
• 400.00
•
• 350.00
•
•
• 300.00
•
• 250.00
•
• 200.00
•
150.00
•
100.00
•
• 50.00
•
• 0.00
• 0.0 2.0 4.0 6.0
• Hyd No. 5
•
•
•
•
•
Hydrograph Volume = 828,273 cult
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
39
Post Developed DA 1 (to Pond)
Hyd. No. 5 -10 Yr
•
•
Hydrograph Plot
•
Hydraflow Hydrographs by Intelisolve
• Hyd. No. 6
• Post Developed DA 2
Hydrograph type = SCS Runoff
* Storm frequency = 10 yrs
• Drainage area = 4.00 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.58 in
Storm duration = 24 hrs
•
Thursday, May 25 2006,6:10 AM
Peak discharge = 10.87 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type it
Shape factor = 484
•
•
•
•
• Q (cfs)

12.00
•
•
• 10
00
.
•
•
8
00
.
•
•
6
00
• .
•
•
4
00
.
•

2.00
•
•

0.00
0 2 5 7
• Hyd No. 6

•
•
•

9
Hydrograph Volume = 22,476 cuft
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
1! 1 1 -N 1- 0.00
12 14 16 19 21 23 26
Time (hrs)
40
Post Developed DA 2
Hyd. No. 6 -10 Yr
• Hydraflow Hydrographs by Intellsolve
• Hyd. No. 7
• Post Developed DA 3
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 0.86 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 5.58 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 3.83 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Q (cfs)

4.00
•
•
•
•
3
00
.
•
•
•
2
00
• .
•
•
•
• 1
00
.
•
•
•
•
0.00
0 2 5 7
• Hyd No. 7
•
•
•
•
•
Hydrograph Volume = 7,691 cult
9 12 14 16 19 21 23
Q (cfs)
4.00
3.00
2.00
1.00
0.00
26
Time (hrs)
Post Developed DA 3
Hyd. No. 7 --10 Yr
•
•
Hydrograph Plot
•
. Hydraflow Hydrographs by Intelisolve
• Hyd. No. 8
• Post Developed DA 4
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
• Drainage area = 0.55 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 5.58 in
Storm duration = 24 hrs
•
•
•
•
•
• Q (cfs)

5.00
•
•
•
• 4.00
•
•
• 00
3
.
•
•
•
2.00
•
•
•
1.00

•
0.00
0.0 2.0 4.0 6.0
• Hyd No. 8
•
•
•
•
•
8.0
Thursday, May 25 2006, 6:10 AM
Peak discharge = 4.45 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 = 10,283 cuft
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
42 ffi
Post Developed DA 4
Hyd. No. 8 --10 Yr
•
•
Hydrograph Plot
•
• Hydraflow Hydrographs by In telisolve
• Hyd. No, 9
• Post Developed DA 5
• Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
• Drainage area = 0.54 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 5.58 in
Storm duration = 24 hrs
•
•
•
•
•
• Q (cfs)
•
3.00
•
•
•
•
•
• 2.00
•
•
•
•
•
• 1.00
•
•
•
•
0
00
.
0 2 5 7
• Hyd No. 9
•
•
•
•
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 2.40 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 = 4,829 cuft
9 12 14 16 19 21 23
Q (cfs)
3.00
2.00
1.00
0.00
26
Time (hrs)
43
Post Developed DA 5
Hyd. No. 9 --10 Yr
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 10
• Post Developed DA 6
• Hydrograph type = SCS Runoff
• Storm frequency = 10 yrs
Drainage area = 0.63 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 5.58 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 1.71 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Q (cfs)
•
2.00
•
•
•
•
•
•
•
•
1
00
• .
•
•
•
•
•
•
•
• 0
00
.
• 0 2 5 7
• Hyd No. 10
•
•
•
•
•
Hydrograph Volume = 3,540 cult
9 12 14 16 19 21
Q (cfs)
2.00
1.00
0.00
23 26
Time (hrs)
44 e
Post Developed DA 6
Hyd. No. 10 -- 10 Yr
•
•
Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
• Post Developed DA 7
• Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
• Drainage area = 0.42 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 5.58 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6.10 AM
Peak discharge = 1.14 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Q (cfs)
• 2.00
•
•
•
•
•
•
•
•
1
00
• .
•
•
•
•
•
•
•
• 0
00
.
• 0 2 5 7
• Hyd No. 11
•
•
•
•
•
Hydrograph Volume = 2,360 cuft
Post Developed DA 7
Hyd. No. 11 --10 Yr
9
Q (cfs)
2.00
1.00
0.00
12 14 16 19 21 23 26
Time (hrs)
45
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No, 5
• Post Developed DA 1 (to Pond)
• Hydrograph type = SCS Runoff
• Storm frequency = 25 yrs
• Drainage area = 44.30 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 6.50 in
Storm duration = 24 hrs
•
•
•
•
•
• Q (cfs)
• 420.00
•
•
• 360.00
•
• 300.00
•
•
• 240.00
•
180.00
•
• 120.00
•
•
• 60.00
•
• 0.00
• 0.0
•
•
•
•
•
2.0 4.0 6.0 8.0
Hyd No. 5
Thursday, May 25 2006, 6:10 AM
Peak discharge = 419.94 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 = 979,822 cult
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00
10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
57 Pik
Post Developed DA 1 (to Pond)
Hyd. No. 5 -- 25 Yr
•
•
Hydrograph Plot
•
• Hydraflow Hydrographs by IntelisoNe
Hyd. No. 6
• Post Developed DA 2
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
• Drainage area = 4.00 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 6.50 in
Storm duration = 24 hrs
•
•
•
•
•
• Q (cfs)
• 18.00 - -
•
•
• 15.00
•
•
• 12.00
•
•
• 9.00
•
6.00
•
• 3.00
•
•
• 0.00
• 0 2 5 7
• Hyd No. 6
•
•
•
•
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 15.32 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type li
Shape factor = 484
Hydrograph Volume = 31,085 cult
9 12 14 16 19 21 23
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
26
Time (hrs)
58
Post Developed DA 2
Hyd. No. 6 -- 25 Yr
Hydrograph Plot
•
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
# Post Developed DA 3
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Drainage area = 0.86 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.50 in
Storm duration = 24 hrs

# Q (cfs)

5.00

4
00
.

3
00
.

2.00

1.00

0
00
.
0 2 5 7
# Hyd No. 7

Thursday, May 25 2006, 6:10 AM
Peak discharge = 4.97 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 = 10,007 cuft
9 . 12 14 16 19 21 23
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
26
Time (hrs)
59
Post Developed DA 3
Hyd. No. 7 -- 25 Yr
•
•
Hydrograph Plot
•
Hydraflow Hydrographs by Intelisolve
11 Hyd. No. 8
Post Developed DA 4
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
• Drainage area = 0.55 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 6.50 in
Storm duration = 24 hrs
•
•
•
•
•
• Q (cfs)
• 6.00
•
•
• 5.00
•
•
4.00
•
•
• 3.00
•
•
• 2.00
•
1.00
•
•
0.00
0.0
•
•
•
•
•
2.0 4.0 6.0 8.0
Hyd No. 8
Thursday, May 25 2006, 6:10 AM
Peak discharge = 5.21 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type Il
Shape factor = 484
Hydrograph Volume = 12,165 cult
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
60
Post Developed DA 4
Hyd. No. 8 -- 25 Yr
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 9
• Post Developed DA 5
• Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
• Drainage area = 0.54 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 6.50 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 3.12 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Q (cfs)

4.00
•
•
•
•
00
3
• .
•
•
•
2
00
• .
•
•
•
• 1
00
.
•
•
•
•
0.00
• 0 2 5 7
• Hyd No. 9
•
•
•
•
•
Hydrograph Volume = 6,283 cult
9 12 14 16 19 21 23
Q (cfs)
4.00
3.00
2.00
1.00
0.00
26
Time (hrs)
61
Post Developed DA 5
Hyd. No. 9 -- 25 Yr
•
•
• 62
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 10
• Post Developed DA 6
• Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
• Drainage area = 0.63 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 6.50 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:10 AM
Peak discharge = 2.41 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
Q (cfs)

3.00
•
•
•
•
•
• 2
0
.0
•
•
•
•
•
• 1.00
•
•
•
•
•
0.00
• 0 2 5 7
• Hyd No. 10
•
•
•
•
•
Hydrograph Volume = 4,896 cuft
9 12 14 16 19 21 23
Q (cfs)
3.00
2.00
1.00
0.00
26
Time (hrs)
Post Developed DA 6
Hyd. No. 10 - 25 Yr
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
Post Developed DA 7
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Drainage area = 0.42 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.50 in
Storm duration = 24 hrs
Thursday, May 25 2006, 6:10 AM
Peak discharge = 1.61 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type 11
Shape factor = 484
Hydrograph Volume = 3,264 cult
Q (cfs)
2.00
1.0(
0.00
0 2 5
Hyd No. 11
7 9 12 14 16 19 21 23
Q (cfs)
2.00
1.00
0.00
26
Time (hrs)
63
Post Developed DA 7
Hyd. No. 11 -- 25 Yr
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 5
Post Developed DA 1 (to Pond)
• Hydrograph type = SCS Runoff
• Storm frequency = 50 yrs
• Drainage area = 44.30 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 7.25 in

•
•
•
•
•
•
Q (cfs)
•
490.00
•
•
. 420.00
•
•
350.00
•
•
• 280.00
•
• 210.00
•
•
140.00
•
•
• 70.00
•

• Storm duration = 24 hrs
0.00
• 0.0
•
•
•
•
•
2.0 4.0 6.0
Hyd No. 5
Thursday, May 25 2006, 6:11 AM
Peak discharge = 469.98 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 = 1,103,550 cuft
Q (cfs)
490.00
420.00
350.00
280.00
210.00
140.00
70.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
75
Post Developed DA 1 (to Pond)
Hyd. No. 5 -- 50 Yr
•
•
• HYdro9raph Plot 76
• ;
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 6
• Post Developed DA 2
• Hydrograph type = SCS Runoff
• Storm frequency = 50 yrs
• Drainage area = 4.00 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 7.25 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:11 AM
Peak discharge = 19.18 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type 11
Shape factor = 484
•
•
•
•
• Q (cfs)
•
21.00
•
•

• 1&00
•
• 00
15
.
•
•
12
00
• .
•
9.00
•
•
6.00
•
•
3
00
• .
•

0.00
0 2 5 7
• Hyd No. 6
•
•
•
•
•
9 12 14 16
Hydrograph Volume = 38,642 cuft
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
19 21 23 26
Time (hrs)
Post Developed DA 2
Hyd. No. 6 - 50 Yr
•
•
•
Hydrograph Plot
•
. Hydraflow Hydrographs by lntelisolve Thursday, May 25 2006, 6:11 AM
• Hyd. No. 7
• Post Developed DA 3
• Hydrograph type = SCS Runoff Peak discharge = 5.92 cfs
• Storm frequency = 50 yrs Time interval = 1 min
Drainage area = 0.86 ac Curve number = 69
Basin Slope = 0.0% Hydraulic length = 0 ft
• Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 7.25 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
•
• Hydrograph Volume = 11,976 cult
•
•
•
• Post Developed DA 3
Q (cfs) Hyd. No. 7 - 50 Yr Q (?s)
•
6.00 6.00
•
•
5
00 5
00
. .
•
•
• 4
00
. 4.00
•
•
3
00
• . 3.00
•
•
2
00
. 2.00
•
•
1
00

• . 1.00
•
•
0.00 0.00
• 0 2 5 7 9 12 14 16 19 21 23 26
• Hyd No. 7 Time (hrs)
•
•
•
•
•
77
•
•
•
Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 8
• Post Developed DA 4
• Hydrograph type = SCS Runoff
• Storm frequency = 50 yrs
• Drainage area = 0.55 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 7.25 in
• Storm duration = 24 hrs
Thursday, May 25 2006, 6:11 AM
Peak discharge = 5.83 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)
•
6.0a
•
•
•
5.00
•
•
• 4
00
.
•
•
3
00
• .
•
•
2
00
• .
•
•
1.00
•
•
•
0.00
• 0.0 2.0 4.0 6.0
•
Hyd No. 8
•
•
•
•
•
Hydrograph Volume = 13,701 cult
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
78
Post Developed DA 4
Hyd. No. 8 -- 50 Yr
•
• 79
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
• Post Developed DA 5
Hydrograph type = SCS Runoff
,• Storm frequency = 50 yrs
• Drainage area = 0.54 ac
Basin Slope = 0.0%
Tc method = USER
i Total precip. = 7.25 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:11 AM
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
•
•
•
•
• Q (cfs)

4.00
•
•
•
•
3.00

•
2
00
.

•

1
00
.
•
•
•

0.00
0 2 5 7
• Hyd No. 9
•
•
•
•
•
Hydrograph Volume = 7,520 cult
9 12 14 16 19 21
Q (cfs)
4.00
3.00
2.00
1.00
0.00
23 26
Time (hrs)
Post Developed DA 5
Hyd. No_ 9 - 50 Yr
•
•
Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 10
• Post Developed DA 6
Hydrograph type = SCS Runoff
• Storm frequency = 50 yrs
Drainage area = 0.63 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 7.25 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:11 AM
Peak discharge = 3.02 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Q (cfs)

4.00
•
•
•
•
3.00
•
•
•
•
2
00
• .
•
•
•
1
00
.
•
•
•

0.00
0 2 5 7
• Hyd No. 10
•
•
•
•
•
Hydrograph Volume = 6,086 cuft
9 12 14 16 19 21
Q (cfs)
4.00
3.00
2.00
1.00
0.00
23 26
Time (hrs)
80
Post Developed DA 6
Hyd. No. 10 -- 50 Yr
•
Hydrograph Plot
•
• Hydrafiow Hydrographs by Intelisolve
• Hyd. No. 11
• Post Developed DA 7
• Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
• Drainage area = 0.42 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 7.25 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:11 AM
Peak discharge = 2.01 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Q (cfs)

3.00
•
•
•
•
•
2
00
.
•
•
•
•
•
1
00
• .
•
•
•
•
•
0.00
• 0 2 5 7
• Hyd No. 11
•
•
•
•
•
9 12 14
Hydrograph Volume = 4,057 cuft
Q (cfs)
3.00
2.00
1.00
0.00
16 19 21 23 26
Time (hrs)
81
Post Developed DA 7
Hyd. No. 11 -- 50 Yr
•
•
•
• Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 5
• Post Developed DA 1 (to Pond)
• Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
• Drainage area = 44.30 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 8.10 in
Storm duration = 24 hrs
•
•
•
•
•
• Q (cfs)
•
560.00
•
•
• 480.00
•
• 400.00
•
•
320.00
•
•
• 240.00
•
•
160.00
•
•
• 80.00
•
•
0.00
• 0.0
•
•
•
•
•
Thursday, May 25 2006,6:11 AM
Peak discharge = 526.57 cfs
Time interval = 1 min
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
2.0 4.0 6.0
Hyd No. 5
Hydrograph Volume= 1,243,911 cult
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
80.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
93
Post Developed DA 1 (to Pond)
Hyd. No. 5 -100 Yr
•
•
Hydrograph Plot
•
• Hydraflow Hydrographs by infelisolve
Hyd. No. 6
• Post Developed DA 2
Hydrograph type = SCS Runoff
• Storm frequency = 100 yrs
• Drainage area = 4.00 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 8.10 in
Storm duration = 24 hrs
•
•
•
•
•
• Q (cfs)
•
24.00
•
•
• 20
00
.
•
•
16
00
• .
•
•
12
00
• .
•
•
8
00
• .
•
•
4.00
•
•
• 0
00
.
• 0 2 5 7
• Hyd No. 6
•
•
•
•
•
9
Thursday, May 25 2006, 6:11 AM
Peak discharge = 23.74 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 47,687 cuft
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
12 14 16 19 21 23 26
Time (hrs)
94 -
Post Developed DA 2
Hyd. No. 6 -- 100 Yr
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 7
• Post Developed DA 3
• Hydrograph type = SCS Runoff
• Storm frequency = 100 yrs
• Drainage area = 0.86 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 8.10 in
Storm duration = 24 hrs
•
Thursday, May 25 2006, 6:11 AM
Peak discharge = 7.01 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Q (cfs)
•
8.00
•
•
•
•
6
0
• .
0
•
•
•
4
00
• .
•
•
•
• 2
00
.
•
•
•
•
0.00
• 0.0 2.3 4.7 7.0
• Hyd No. 7
•
•
•
•
•
9.3
Hydrograph Volume = 14,277 cuff
Q (cfs)
8.00
6.00
4.00
2.00
0.00
11.7 14.0 16.3 18.7 21.0 23.3
Time (hrs)
95
Post Developed DA 3
Hyd. No. 7 --100 Yr
• Hydraflow Hydrographs by Intelisolve
• Hyd, No. 8
• Post Developed DA 4
• Hydrograph type = SCS Runoff
• Storm frequency = 100 yrs
• Drainage area = 0.55 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 8.10 in
Storm duration = 24 hrs
•
•
•
•
•
• Q (cfs)
•
7.00
•
•
• 6.00
•
• 5.00
•
•
4
00
• .
•
3
00
.
•
•
2.00
•
•
1
00
• .
•
• 0.00
• 0.0 2.0 4.0 6.0
• Hyd No. 8
•
•
•
•
•
Thursday, May 25 2006, 6:11 AM
Peak discharge = 6.54 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 = 15,444 cull
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
96 ffi
Post Developed DA 4
Hyd. No. 8 --100 Yr
•
•
Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 9
• Post Developed DA 5
• Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 0.54 ac
Basin Slope = 0.0%
• Tc method = USER
Total precip. = 8.10 in
Storm duration = 24 hrs

Thursday, May 25 2006, 6:11 AM
Peak discharge = 4.40 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Q (cfs)
•
5.00
•
•
•
4
00
• .
•
•
• 3
00
.
•
•
•
2.00
•
•
•
1
00
.
•
•

0.00
• 0.0 2.3 4.7 7.0
Hyd No. 9
•
•
•
•
•
9.3
Hydrograph Volume = 8,965 cult
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
11.7 14.0 16.3 18.7 21.0 23.3
Time (hrs)
97
Post Developed DA 5
Hyd_ No. 9 --100 Yr
•
•

Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 10
• Post Developed DA 6
• Hydrograph type = SCS Runoff
• Storm frequency = 100 yrs
Drainage area = 0.63 ac
Basin Slope = 0.0%
• Tc method = USER
• Total precip. = 8.10 in
Storm duration = 24 hrs
•
Thursday, May 25 2006,6:11 AM
Peak discharge = 3.74 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
•
•
•
•
• Q (cfs)
•
4.00
•
•
•
•
3
00
• .
•
•
•
• 2.00
•
•
•
• 1
00
.
•
•
•
•
0.00
• 0 2 5 7
• Hyd No. 10
•
•
•
•
•
Hydrograph Volume = 7,511 cult
9 12 14 16 19 21 23
Q (cfs)
4.00
3.00
2.00
1.00
0.00
26
Time (hrs)
r
98 s
Post Developed DA 6
Hyd_ No. 10 -- 100 Yr
99
Hydraftow Hydrographs by Intelisolve
Hyd. No. 11
Post Developed DA 7
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 0.42 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.10 in
Storm duration = 24 hrs
•
w

Q (cfs)

3.00

2
00
.

1
00
.

0.00
• 0 2 5 7
Hyd No. 11

9 12 14 16
Thursday, May 25 2006,6:11 AM
Peak discharge = 2.49 cfs
Time interval = 1 min
Curve number = 58
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type 11
Shape factor = 484
Hydrograph Volume = 5,007 tuft
Q (efs)
3.00
2.00
1.00
0.00
19 21 23 26
Time (hrs)
Post Developed DA 7
Hyd. No. 11 --100 Yr
APPENDIX D
FREELAND and KAUFFMAN, INC.
• En>Gwms - LwDSG4PEARCHjmcrs
209 West Suns Avenue
Job ?7 ? Nv Job No.
. Greenville, South Carolina 29609
Telephone [phone] Computed By
Fax [phone]
• Checked By _
• REFERENCE GalculationFar . Vte ??1VmrirCG -
Date
Date
•
•
•
•
• 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 perrnanent 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).
i Table 1.1
•
i
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant
Removal Efficiency in the Piedmont
% Impervious
Cover 3.0 4.0. 5.0 6.0 7.0 8.0 9.0
10 R159 0.49 041 WIli 031 0
29 0126
20 0.97 0.79 0.70 0.59 0.51 .
0.46 0.44
10 Lo
40 1.73. 1.43 1.25._ 1.05 0.90 -.0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 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
Pond Report
Hydraflow Hydrographs by Intelisolve Thursday, Sep 7 2006, 8:39 AM
Pond No. 1 - SWM 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 (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 437.00 200,122 0 0
1.00 438.00 209,264 204,693 204,693
100 439.00 216,720 212,992 417,685
3.00 440.00 224,232 220,476 638,161
4.00 441.00 231,801 228,017 866,178
Culvert 1 Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [e] [C] [D]
Rise (in) = 24.00 7.00 0.00 0.00 Crest Len (ft) = 20.00 8.00 4.00 0.00
Span (in) = 24.00 7.00 0.00 0.00 Crest El. (ft) = 440.00 439.00 438.00 0.00
No. Barrels = 2 1 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El. (ft) = 437.00 437.00 0.00 0.00 Weir Type = Riser Rect Rect --
Length (ft) = 34.00 0.00 0.00 0.00 Multistage = Yes Yes Yes No
Slope (%.) = 0.00 0.00 0.00 0.00
N -Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multistage = Na Yes No No Exfiltration = 0 .000 in1hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage 1 Storage 1 Discharge Table
Stage Storage Elevation Civ A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exffl Total
ft tuft ft cfs cfs cfs cfs cfs cfs Cfs cfs cfs cfs
0.00 0 437.00 0.00 0.00 - - 0.00 0.00 0.00 - - 0.00
0.10 20,469 437.10 0.04 0.03 - - 0.00 0.00 0.00 - - 0.03
0.20 40,939 437.20 0.13 0.12 - - 0.00 0.00 0.00 -- -- 0.12
0.30 61,408 437.30 0.27 0.26 - - 0.00 0.00 0.00 - -- 0.26
0.40 81,877 437.40 0.44 0.42 - - 0.00 0.00 0.00 -- - 0.42
0.50 102,347 437.50 0.59 0.59 -- - 0.00 0.00 0.00 - -- 0.59
0.60 122,816 437.60 0.76 0.71 - - 0.00 0.00 0.00 - - 0.71
0.70 143,285 437.70 0.82 0.82 -- -- 0.00 0.00 0.00 -- - 0.82
0.80 163,754 437.80 0.96 0.92 -- 0.00 0.00 0.00 -- - 0.92
0.90 184,224 437.90 1.03 1.00 - - - 0.00 0.00 0.00 -- - 1.00
1.00 204,693 438.00 1.11 1.08 - - 0.00 0.00 0.00 -- - 1.08
1.10 225,992 438.10 1.57 1.11 - -- 0.00 0.00 0.42 -- - 1.54
1.20 247,291 438.20 2.39 1.12 - --- 0.00 0.00 1.19 -- - 2.31
1.30 268,591 438.30 3.32 1.13 - -.. 0.00 0.00 2.19 -- - 3.32
1.40 289,890 438.40 4.56 1.14 - -- 0.00 0.00 3.37 -- - 4.51
1.50 311,189 438.50 5.85 1.14 - - - 0.00 0.00 4.71 -- - 5.85
1.60 332,488 438.60 7.34 1.14 - -- 0.00 0.00 6.19 - - - 7.34
1.70 353,787 438.70 8.95 1.15 - -- 0.00 0.00 7.80 -- - 8.95
1.80 375,087 438.80 10.68 1.15 - -- 0.00 0.00 9.53 --- - 10.68
1.90 396,386 438.90 12.44 1.17 - -- 0.00 0.00 11.26 - - 12.43
2.00 417,685 439.00 14.33 1.17 - -- 0.00 0.00 12.95 - - 14.12
2.10 439,733 439.10 16.58 1.16 - -- 0.00 0.84 14.57 --- - 16.57
2.20 461,780 439.20 19.69 1.13 - -- 0.00 2.38 15.98 -- - 19.49
2.30 483,828 439.30 22.86 1.10 - -- 0.00 4.38 17.27 - - 22.74
2.40 505,875 439.40 26.18 1.05 - -- 0.00 6.74 18.31 - - 26.10
2.50 527,923 439.50 29.36 0.98 - -- 0.00 9.42 18.96 - - 29.35
2.60 549,971 439.60 23.29 0.56 - -- 0.00 9.00 13.73 - - 23.29
2.70 572,018 439.70 25.99 0.56 - - 0.00 1033 14.69 -- -- 25.98
2.80 594,066 439.80 28.51 0.56 - - 0.00 12.41 15.54 -- - 28.51
2.90 616,114 439.90 30.88 0.55 - - 0.00 14.02 16.31 -- - 30.87
100 638,161 440.00 33.10 0.53 - - 0.00 15.56 17.00 - - 33.10
3.10 660,963 440.10 35.50 0.50 - - 1.64 16.39 16.97 - -- 35.50
3.20 683,764 44010 37.82 0.45 - - 4.16 16.71 16.50 - - 37.81
Continues on next page.

SWM Pond
Stage 1 Storage I Discharge Table
Stage Storage Elevation Clv A
ft Cuit ft cis
3.30 706,566 440.30 39.88
140 729,368 440.40 41.76
3.50 752,169 440.50 43.51
3.60 774,971 440.60 45.15
3.70 797,772 440.70 46.71
3.80 820,574 440.80 48.19
3.90 843,376 440.90 49.62
4.00 866,178 441.00 50.99
.End
Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Total
cfs Cfs cfs Cfs Cfs Cfs cfs Cfs cis
0.41 - - 6.30 17.03 16.14 - - 39.87
0.37 - - 8.23 17.32 15.83 -- - 41.75
0.34 - -- 9.99 17.59 15.58 - - 4151
0.32 -- - 11.60 17.85 15.36 - - 45.13
0.30 - - 13.09 18.12 15.19 - - 46.70
0.28 - - 14.48 18.38 15.05 - - 48.18
0.26 - - - 1516 18.62 14.93 - 49.58
0.25 - -- 16.99 18.89 14.85 - - 50.99
•

Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 13
• Pond Routing
Hydrograph type = Reservoir
• Storm frequency = 2 yrs
• Inflow hyd. No. = 5
Reservoir name = SWM Pond
•
Thursday, Sep 7 2006, 8:40 AM
Peak discharge = 8.34 cfs
Time interval = 1 min
Max. Elevation = 438.66 ft
Max. Storage = 345,774 cult
• Storage Indication method used.
•
•
•
•
•
• Pond Routing
Q (cfs) Hyd. No. 13 -- 2 Yr
• 240.00
•
•
• 210.00
•
• 180.00
•
• 150.00
•
• 120.00
•
• 90.00
•
• 60.00
•
• 30.00
•
0 00
Hydrograph Volume = 358,257 cult

I

I
i
:
i ?

i j
f
A . _
• 0 5 10 15 19
Hyd No. 13 Hyd No. 5
•
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24 29 34 39 44
Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
- 0.00
48
Time (hrs)
1
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd, No. 13
• Pond Routing
• Hydrograph type = Reservoir
• Storm frequency = 5 yrs
• Inflow hyd. No. = 5
Reservoir name = SWM Pond
•
Thursday, Sep 7 2006, 8:40 AM
Peak discharge = 17.87 cfs
Time interval = 1 min
Max. Elevation = 439.14 ft
Max. Storage = 449,537 cuft
• Storage Indication method used.
•
•
•
•
•
•
Q (cfs)
•
320.00
•
•
280.00
•
•

• 240.00
•
2
0
• 00.0
•
160
00
• .
•
120
00
.
•
• 80
00
.
•
•
40.00
•
•
0.00
Pond Routing
Hyd. No. 13 - 5 Yr
• 0 5 10 15 19
• Hyd No. 13 Hyd No. 5
•
•
•
•
24 29 34
Hydrograph Volume = 541,878 cult
39 44
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
48
Time (hrs)
2
•
•
Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd, No. 13
Pond Routing
• Hydrograph type = Reservoir
• Storm frequency = 10 yrs
• Inflow hyd. No. = 5
Reservoir name = SWM Pond
•
Thursday, Sep 7 2006, 8:40 AM
Peak discharge = 27.87 cfs
Time interval = 1 min
Max. Elevation = 439.45 ft
Max. Storage = 517,901 cuft
• Storage Indication method used.
•
•
•
•
•
Q (cfs)
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
u.uu - _? -?'- ' 0 00
0 5 10 15 19
• Hyd No. 13 Hyd No. 5
•
•
•
•
•
Hydrograph Volume = 668,120 cult
Pond Routing
Hyd. No. 13 --10 Yr
24 29 34 39 44
48
Time (hrs)
3
•
•

Hydrograph Plot
•
• Hydraflow Hydrographs by intelisolve
• Hyd. No. 13
• Pond Routing
• Hydrograph type = Reservoir
• Storm frequency = 25 yrs
• Inflow hyd. No. = 5
Reservoir name = SWM Pond
•
• Storage Indication method us ed.

•
•
•
•
• Q (cfs)
•
420.00
•
•
360
00
.
•
• 300
00
.

•
240
00
• .
•
• 180
00
.
•

120.00
•
•
60
00
• .
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•
Pond Routing
Hyd. No. 13 -- 25 Yr
4
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00 0.00
• 0 5 10 15 19 24 29 34 39 44 48
Time (hrs)
•' Hyd No. 13 Hyd No_ 5
Thursday, Sep 7 2006, 8:40 AM
Peak discharge = 30.69 cfs
Time interval = 1 min
Max. Elevation = 439.89 ft
Max. Storage = 614,407 cult
Hydrograph Volume = 817,472 cult
•
•
Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 13
• Pond Routing
• Hydrograph type = Reservoir
• Storm frequency = 50 yrs
• Inflow hyd. No. = 5
Reservoir name = SWM Pond
•
• Storage Indication method used.
•
•
•
•
•
• Q (cfs)
•
490.00
•
•
420
00
• .
•
• 350
00
.
•
•
280
00
• .
•
210
0
• .
0
•
•
140.00
•
•
70
00
• .
•
• 0
00
.
Thursday, Sep 7 2006, 8:40 AM
5
Peak discharge = 37.89 cfs
Time interval = 1 min
Max. Elevation = 440.20 ft
Max. Storage = 684,566 cuft
Hydrograph Volume = 939,794 cult
Pond Routing
Hyd. No. 13 -- 50 Yr
• 0 5 10 15 19
• Hyd No. 13 Hyd No. 5
•
•
•
•
•
24 29 34
Q (cfs)
490.00
420.00
350.00
280.00
210.00
140.00
70.00
0.00
39 44 48
Time (hrs)
•
•
Hydrograph Plot
•
• Hydratlow Hydrographs by Intelisolve
• Hyd. No. 13
• Pond Routing
Hydrograph type = Reservoir
• Storm frequency = 100 yrs
Inflow hyd. No. = 5
Reservoir name = SWM Pond
•
Thursday, Sep 7 2006, 8:40 AM
Peak discharge = 44.42 cfs
Time interval = 1 min
Max. Elevation = 440.56 ft
Max. Storage = 764,972 cult
• Storage Indication method used.
•
•
•
Hydrograph Volume = 1,078,774 cuft
6 ;a
•
•
• Pond Routing
• Q (cfs) Hyd. No. 13 -100 Yr a (cfs)
560.00
•
•
. 480.00
•
400.00
0
•
• 320.00
•
240.00
•
• 160.00
•
•
80.00
•
0.00
560.00
480.00
400.00
320.00
240.00
160.00
80.00
o Oo
0 5 10 15 19 24 29 34 39 44 48
Hyd No_ 13 Hyd No. 5
Time (hrs)
•
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•
Pond Report
Hydraflow Hydrographs by Intelisolve Thursday, Sep 7 2006, 8:21 AM
Pond No. 3 - Pond Extension Routing
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgrt) Incr. Storage (cuft) Total storage (cuft)
0.00 437.00 26,824 0 0
1.00 438.00 28,953 27,889 27,889
2.00 439.00 31,212 30,083 57,971
3.00 440.00 33,530 32,371 90,342
4.00 441.00 35,911 34,721 125,063
Culvert 1 Orifice Structures
[A] [B] [C] [D]
Rise (in) = 30.00 30.00 0.00 0.00
Span (in) = 30.00 30.00 U0 0.00
No. Barrels = 1 1 0 0
Invert El. (ft) = 437.00 437.00 0.00 0.00
Length (ft) = 32.00 261.00 0.00 0.00
Slope (%) = 0.50 1.00 0.00 0.00
N -Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a No No No
Weir Structures
[A]
Crest Len (ft) = 0.00
Crest El. (ft) = 0.00
Weir Coeff. = 3.33
Weir Type = -
Multi-Stage No
[B] [C] [D]
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
No No No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev, = 0,00 ft
Stage 1 Storage 1 Discharge Table
Stage Storage Elevation Civ A
ft cuft ft cfs
Note: CulvenlOritioe outflows have been analyzed under inlet and outlet oonlroL
Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfl Total
cfs cfs eft cfs cfs cfs cfs cfs cfs
• 0.00 0 437.00 0.00 0.00 - - - - -- -- - 0.00
0.10
0.20 2,789
5,578 437.10 0.07
437.20 0.28 0.07 - - - - -- -
0.28 - - - - -- - - 0.14
- 0.56
0.30 8,367 437.30 0.62 0.62 1.25
• 0.40 11,155 437.40 1.03 1.09 2.12
0.50 13,944 437.50 1.49 1.69 - -- - -- -- - - 3.18
• 0.60 16,733 437.60 2.00 2.39 - -- - -- -- - - 4.39
0.70 19,522 437.70 2.54 3.21 - -- - -- --- - - 5.74
?'yr
0.80
0
.90
22,311
25,100 8g
437.90' 3.717'
5.15 ?? - -- - -- - --
8186 } -9fl
• 1.00 27,889 438.00 4.32 6.25 - -- -- -- -- -- --- 10.56
1.10 30,897 438.10 4.95 7.44 -- -- - -- -- - -- 12.38
1.20 33,905 438.20 5.57 8.70 -- -- --- -- -- -- -- 14.27
1.30 36,913 438.31% 16.21 10.02 `tl+(yt - -- - -- - -- -- 16.23 .tt??
"
?4
• 1.40 39,922 438.40 6.83 11.40 tu
18.24
1.50 42,930 438.50 7.46 - - - - -
12.84 --
20.30

• 1.60 45,938 438.60 8.07 14.30 -- -- -- -- -- -- - 22.36
+? r 1.70
1
80 48,946
51
955 438.70 8.66
438
80'i92
??? 15.79 - -- -- -
7
14' - 24.451

•K ?? .
1.90 ,
54,963 .
4
438.90 % 98 UPI 1
30
-_
11-8 ISA'A- - -- - -- -
-- 26 54
28.5 $ +t3
2.00 57,971 439.00 10.29 20.28 30.56
• 2.10 61,208 439.10 10.76 __
21.73 32.49
rn
;vl('- ---2.20 64,445 -439.20-11.17 23.11 34.28
• 2.30 67,682 439.30 11.51 - - - - -- -
24.40 --
35.91
2.40 70,919 439.40 11.76 25.55 - - - - - - - 37.30
2.50 74,157 439.50 11 77
?5(9
?1
11 26.42?,,,"' - - - - -
L? - 38.19
2.60 77,394 439.60
1500
? 27.46
- - - - - - - 42.46
2.70 80,631 439.70 17.65 28.46 - - - - - - - 46.11
2.80 83,868 439.80 19.95 29.42 - - - - - - - 49.37

• 2.90 87,105 439.90 22.01 30.36 - - - - - - - 52.37
3.00 90,342 440.00 23.90 31.26 - -» --- - -- - - 55.16

• 3.10 93,814 440.10 25.64 32.14 - - - - - -- - 57.79
3.20 97,286 440.20 27.28 33.00 - - - - -- - - 60.28
• Continues on next page...
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Pond Extension Routing
Stage I Storage I Discharge Table
Stage Storage Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft Cult ft Cfs cis Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs
3.30 100,758 440.30 28.82 33.84 - - - - - - - 62.66
3.40 104,230 440.40 30.28 34.65 - - - - - - - 64.94
3.50 107,702 440.50 31.68 35.45 - - - - - - - 67.13
3.60 111,174 440.60 33.02 36.23 - - - - - - - 69.25
3.70 114,646 440.70 34.30 36.99 - - - - - - - 71.29
3.80 118,118 440.80 35.54 37.74 - - - - - - 73.28
3.90 121,590 440.90 36.74 38.47 - - -- - - - -- 75.21
4.00 125,063 441.00 37.90 39.19 - - - - - -- - 77.09
...End

Hydrograph Plot
•
19 Hydrafilow Hydrographs by Intelisolve
Hyd. No. 15
Pond Extension Routing
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 13
Reservoir name = Pond Extension Routing

Thursday, Sep 7 2006, 8:20 AM
Peak discharge = 8.00 cfs
Time interval = 1 min
Max. Elevation = 437.85 ft
Max. Storage = 23,618 cult
Storage Indication method used.
0 Q (cfs)
10.00
IF
• 8.00
6.00
r
i 4.00
2.00
•
0.00
0 5 10 15 19
fill - Hyd No. 15 Hyd No. 13
24
Hydrograph Volume = 351,365 cult
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
29 34 39 44 48
Time (hrs)
2
Pond Extension Routing
Hyd. No_ 15 -- 2 Yr
•
•
Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 15
• Pond Extension Routing
Hydrograph type = Reservoir
Storm frequency = 5 yrs
Inflow hyd. No. = 13
Reservoir name = Pond Extension Routing
•
Thursday, Sep 7 2006, 8:20 AM
Peak discharge = 16.41 cfs
Time interval = 1 min
Max. Elevation = 438.31 ft
Max. Storage = 37,188 cuft
• Storage Indication method used.
•
•
•
•
•
• Q (cfs)
• 18.00
•
•
• 15m
•
•
12.00
•
•
• 9.00
•
•
• 6.00
•
• 3.00
•
•
•
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 0.00
• 0 5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 15 Hyd No. 13
Hydrograph Volume = 534,899 cuft
4
Pond Extension Routing
Hyd. No. 15 - 5 Yr
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 15
• Pond Extension Routing
• Hydrograph type = Reservoir
• Storm frequency = 10 yrs
Inflow hyd. No. = 13
Reservoir name = Pond Extension Routing
•
Thursday, Sep 7 2006, 8:20 AM
Peak discharge = 24.74 cfs
Time interval = 1 min
Max. Elevation = 438.71 ft
Max. Storage = 49,365 cuft
• Storage indication method used.
•
•
•
•
•
• Pond Extension Routing
Q (cfs) Hyd. No. 15 --10 Yr
•

• 28.00
•
• 24.00
•

20.00
•
•
• 16.00
•
• 12.00
•
•
8.00
•
•
• 4.00
•

0 00
Hydrograph Volume = 661,104 cult
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
o. 00
• 0 5 10 15 19 24 29 34 39 44 48
•
Hyd No. 15 Hyd No. 13 Time (hrs)
6 E
•
•

? HYdro9raph Plot
• Hydraflow Hydrographs by Intelisoive
Hyd, No. 15
Pond Extension Ro uting
• Hydrograph type = Reservoir
• Storm frequency = 25 yrs
Inflow hyd. No. = 13
• Reservoir name = Pond Extension Routing
8
Thursday, Sep 7 2006, 8:20 AM
Peak discharge = 28.13 cfs
Time interval = 1 min
Max. Elevation = 438.88 ft
Max. Storage = 54,293 cuff
• Storage indication method used.
•
•
•
•
•
• Q (cfs)
•
• 35.00
•
• 30.00
•
25.00
•
•
• 20.00
•
• 15.00
•
•
. 10.00
•
• 5.00
•
•
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
• 0 5 10 15 19 24 29 34 39 44 48
•
Hyd No. 15 Hyd No. 13 Time (hrs)
Hydrograph Volume = 810,415 cult
Pond Extension Routing
Hyd. No. 15 -- 25 Yr
•

•
Hydrograph Plot
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 15
• Pond Extension Routing
• Hydrograph type = Reservoir
• Storm frequency = 50 yrs
Inflow hyd. No. = 13
Reservoir name = Pond Extension Routing
•
Thursday, Sep 7 2006, 8:20 AM
Peak discharge = 34.27 cfs
Time interval = 1 min
Max. Elevation = 439.20 ft
Max. Storage = 64,428 cult
• Storage indication method used.
•
•
•
• Q (cfs)
• 40.00
•
•
•
•
• 30.00
•
•
• 20.00
•
•
• 10.00
•
•
0.00
• 0 5 10 15 19
Hyd No. 15 Hyd No. 13
•
•
•
•
•
Hydrograph Volume = 932,713 cult
24 29 34 39 44
Q (cfs)
40.00
30.00
20.00
10.00
0.00
48
Time (hrs)
10
Pond Extension Routing
Hyd. No. 15 -- 50 Yr
•
•

•
Hydrograph
Plot
• Hydraflow Hydrographs by Intelisohre
• Hyd. No. 15
Pond Extension Routing
• Hydrograph type = Reservoir
• Storm frequency = 100 yrs
Inflow hyd. No. = 13
Reservoir name = Pond Extension Routing
•
12
Thursday, Sep 7 2006, 8:20 AM
Peak discharge = 40.88 cfs
Time interval = 1 min
Max. Elevation = 439.56 ft
Max. Storage = 76,194 cuft
• Storage indication method used.
•
•
•
•
•
Q (cfs)
• 50.00
•
•
•
40.00
•
30.00
•
•
•
• 20.00
•
•
10.00
•
•
0.00
0 5 10 15 19
Hyd No. 15 Hyd No. 13
•
•
•
•
•
Hydrograph Volume = 1,071,670 cult
24 29 34
0 (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
39 44 48
Time (hrs)
Pond Extension Routing
Hyd. No. 15 - 100 Yr
0
0 FREELAND and KAUFFMAN, INC.
• ENGINEERS - L 4,wsc,4n ARCHITECTS • ``?i ) ` ,+
209 WeetStoneAvenue Job Job No. Date
• Oreenville, South Carolina 29609
Telephone [phone]
Fax [phone]
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FREELAND and KAUFFMAN, INC.
• Ewmms • LANDscvEARcHi cm
209 West Suns Avenue Job U 'l l l aV , P& Job No. Date
• ow.-Ale, South Carolina 29609
Telephone [phone]
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APPENDIX E

•
•
•
•
FREELAND and KAUFFMAN, INC.
ENGINEERS •LmDSG4,rEARcHrmmq
209 West 5tonoAvon us Jab Q /??? Iv L Job N0_ Date
Greenville. South Carolina 29609
Telephone [phone] Computed By
Fax [phone]
Checked By
?Calculation Far
Date
Determining Orifice Size
for the
Faircloth Skimmer
March 2005
Important note: The orifice sizing chart in the Pennsylvania
Erosion Control Manual DOES NOT APPLY to Faircloth Skimmers.
It will give the wrong size skimmer. Please use the information
below to choose the size skimmer required for the basin volume
and the orifice size.
Determining the orifice required to drain the sediment basin in the required time involves:
#1, determining the size skimmer required based on the volume of the sediment basin to
be drained and the maximum capacity of the particular skimmer with the orifice wide
open; and #2, then determining the radius of the orifice by dividing the volume of the
basin to the drained by a factor for the number of days to drain the basin, which gives
the required area of the orifice, then calculating the orifice radius using Area = 7L r2 and
solving for r. The cutter can be adjusted to that radius and the orifice cut in the
plastic plug that fits into the inlet.
1. Approximate skimmer maximum capacities based on the typical draw down
requirements, which can vary between States and jurisdictions and watersheds.
If one skimmer does not provide enough capacity, multiple skimmers can be
used to drain the basin. Multiply the 24-hour figure by the number of days
needed.
2" skimmer: 3,283 cubic feet in 24 hours
with a 2" head 6,566 cubic feet in 2 days
22,982 cubic feet in 7 days
2 Y2" skimmer: 5,500 cubic feet in 24 hours
with a 2" head 11,000 cubic feet in 2 days
38,500 cubic feet in 7 days
3" skimmer: 9,774 cubic feet in 24 hours
with a 3" head 19,547 cubic feet in 2 days
68,415 cubic feet in 7 days
4" skimmer: 18,267 cubic feet in 24 hours
with a 3.3" head 36,534 cubic feet in 2 days
127,869 cubic feet in 7 days
5" skimmer: 32,832 cubic feet in 24 hours
with a 4" head 65,664 cubic feet in 2 days
229,824 cubic feet in 7 days
6" skimmer: 51,840 cubic feet in 24 hours
with a 5" head 103,680 cubic feet in 2 days
362,880 cubic feet in 7 days
• 0
• 2. Factors (in cubic feet of flow per square inch of opening through a round orifice
for the draw down times shown) to use in determining the orifice radius for a
particular basin volume to be drained. This quick method works because the
orifice is centered and has a constant head.
An alternative method is to use the orifice equation with the head for a particular
skimmer shown on the previous page and determine the required orifice to give
the required flow for the volume and draw down time.
2" skimmer. 1,123 to drain the basin in 24 hours
2,246 to drain the basin in 2 days
7,861 to drain the basin in 7 days
2 %Z" skimmer 1,144 to drain the basin in 24 hours
2,304 to drain the basin in 2 days
8,064 to drain the basin in 7 days
3" skimmer: 1,382 to drain the basin in 24 hours
2,765 to drain the basin in 2 days
9,677 to drain the basin in 7 days
4" skimmer: 1,454 to drain the basin in 24 hours
2,909 to drain the basin in 2 days
10,178 to drain the basin in 7 days
5" skimmer: 1,642 to drain the basin in 24 hours
3,283 to drain the basin in 2 days
11,491 to drain the basin in 7 days
6" skimmer. 1,814 to drain the basin in 24 hours
3,628 to drain the basin in 2 days
12,701 to drain the basin in 7 days
The size skimmer necessary for the sediment basin and the required orifice
radius for the skimmer should be shown on the sediment and erosion control
plan for each basin. During the skimmer installation the required orifice can be
cut in the plastic plug using the supplied cutter and installed in the skimmer using
the instructions with the skimmer.
The plan review and enforcement authority may require the calculations showing
that the skimmer used can drain the basin in the required time.
J. W. Faircloth & Son, Inc.
Post Office Box 757
412-A Buttonwood Drive
Hillsborough, North Carolina 27278
Telephone [phone]
FAX [phone]
Revised 2-2-01; 3-3-05

• Pond Report

•
Hydraflow Hydrographs by Intelisolve Saturday, Jul 22 2006, 10:58 AM
• Pond No. 6 - Sediment Basin #1
• Pond Data
• Pond storage is based on known contour areas. Average end area method used.
Stage 1 Storage Table
• Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 437.00 200
122 0 0
• 1.00 438.00 ,
209,264 204,693 204,693
2.00 439.00 216,720 212,992 417,685
• 3.00 440.00 224,232 220,476 638,161
4.00 441.00 231,801 228,017 866,178

•
Culvert / Orifice Structures Weir Structures
.
[A] [B] [C] [D] [A] [B] [C] [D]
•
Rise (in) = 24.00 6.00 0.00 0.00 Crest Len (ft) = 36.00 0.00 0.00 0.00
• Span (in) = 24.00 6.00 0.00 0.00 Crest El. (ft) = 440.00 0.00 0.00 0.00
No. Barrels = 2 3 0 0 Weir Coeff. = 3.33 3.33 3.33 0.00
Invert El. (ft) = 437.00 437.00 0.00 0.00 Weir Type = Riser --- -- --
Length (ft) = 34.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.00 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 Exfiltration = 0.000 inthr (Contour) Tailwater Elev. = 0.00 ft

•
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser chocked for orifice conditions.
Stage 1 Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Total
• ft tuft ft cfs cfs efs efs cfs cfs cfs efs cfs cfs
• 0.00 0 437,00 0.00 0.00 - --- 0.00 -- - - -- 0.00
0.10 20,469 437.10 0.07 0.07 - -- 0.00 - -- - - 0.07
• 0.20 40,939 437.20 0.27 0.27 - --- 0.00 -- - -- -- 0.27
0.30 61,408 437.30 0.54 0.54 - --- 0.00 -- -- -- 0.54
. 0.40 81,877 437.40 0.89 0.89 - --- 0.00 -- - -- 0.89
0.50 102,347 437.50 1.28 112 - - 0.00 -- -- --- -- 1.22
• 0.60 122,816 437.60 1.47 1.45 - --- 0.00 -- - -- -- 1.45
0.70 143,285 437.70 1.67 1.65 - - 0.00 -- - --- -- 1.65

• 0.80 163,754 437.80 1.89 1.82 - --- 0.00 - - --- -- 1.82
0.90 184,224 437.90 2.01 2.01 -- --- 0.00 -- --- --- - 2.01
• 1.00 204,693 438.00 2.16 2.16 0.00 2.16
1.10 225,992 438.10 2.39 2.31 0.00 2.31

• 110 247,291 438.20 2.53 2.45 - - 0.00 - - -- - 2.45
1.30 268,591 438.30 2.67 2.59 - 0.00 -- - -- - 2.59
1.40 289,890 438.40 2.82 2.72 0.00 2.72
• 1.50 311,189 438.50 2.85 2.85 -- -
0.00 - - - -
2.85
1.60 332,488 438.60 2.98 2.98 - - 0.00 -- - - - 2.98
• 1.70 353,787 438.70 3.12 3.10 - - 0.00 -- - - 3.10
1.80 375,087 438.80 3.29 3.21 - - 0.00 -- - - - 3.21
• 1.90 396,386 438.90 3.32 3.32 - - 0.00 -- - - - 3.32
2.00 417,685 439.00 3.45 3.44 - - 0.00 -- - - - 3.44
• 2.10 439,733 439.10 3.62 3.54 - - 0.00 --- - - - 3.54
2.20 461,780 439.20 3.64 3.64 --- - 0.00 -- - - - 3.64
• 2.30 483,828 439.30 3.80 3.74 0.00 -
- - - 3.74
2.40 505,875 439.40 3.84 3.84 0.00 _
- - - 3.84
• 2.50 527,923 439.50 3.98 3.94 0.00 3.94
2.60 549,971 439.60 4.02 4.02 0.00 __ 4.02

• 2.70 572,018 439.70 4.17 4.12 - - 0.00 - - - - 4.12
2.80 594,066 439.80 4.21 4.21 - - 0.00 --- - - - 4.21
2.90 616,114 439.90 4.36 4.30 - - 0.00 -- - - - 4.30
3.00 638,161 440.00 4.38 4.38 - - 0.00 - -- - - 438
3.10 660,963 440.10 8.07 4.26 3.79 8
05
3.20 683,764 440.20 14.73 4.01 =
10.72 _ V =
.
14.73
• Continues on next page...

•

Sediment Basin #1
Stage I Storage I Discharge Table
Stage Storage Elevation Clv A
ft Cuft ft Cfs
3.30 706,566 440.30 23.40
3.40 729,368 440.40 32.53
3.50 752,169 440.50 39.74
3.60 774,971 440.60 42.95
3.70 797,772 440.70 45.33
3.80 820,574 440.80 47.29
3.90 843,376 440.90 49.01
4.00 866,178 441.00 50.57
...End
Clv B Clv C Clv D Wr A Wr B
Cfs Cfs Cfs Cfs CIS
3.70 - -- 19.70 --
2.20 - -- 30.33 --
1.57 - - 38.17 -
1.29 - - 41.66 -
1.09 - - 44.23 -
0.95 - - 46.33 -
0.84 - - 48.15 --
0.75 -- - 49.81 _-
Wr C Wr D Eli Total
Cfs Cfs Cfs Cfs
--- - - 23.40
- - 32.53
- - - 39.74
- - - 42.95
- -- 45.33
-- - --- 47.28
-- - - 48.99
-- -- - 50.56
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 20
• Sed Basin #1 Routing
• Hydrograph type = Reservoir
• Storm frequency = 2 yrs
• Inflow hyd. No. = 18
Reservoir name = Sediment Basin #1
•
Saturday, Jul 22 2006, 10:57 AM
Peak discharge = 1.99 cfs
Time interval = 1 min
Max. Elevation = 437.89 ft
Max. Storage = 182,556 cuft
• Storage Indication method used.
•
•
•
•
•
• Q (cfs)
• 140.00
•
•
• 120.00
•
100.00
•
•
• 80.00
•
• 60.00
•
• 40.00
•
•
• 20.00
•
• 0.00
• 0 5 10 15 19
• Hyd No. 20 Hyd No. 18
•
•
•
•
•
Hydrograph Volume =188,190 tuft
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
24 29 34 39 44 48
Time (hrs)
2
Sed Basin #1 Routing
Hyd. No. 20 -- 2 Yr
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 20
• Sed Basin #1 Routing
Hydrograph type = Reservoir
• Storm frequency = 5 yrs
• Inflow hyd. No. = 18
Reservoir name = Sediment Basin #1
•
Saturday, Jul 22 2006, 10:57 AM
Peak discharge = 2.59 cfs
Time interval = 1 min
Max. Elevation = 438.30 ft
Max. Storage = 267,942 cuft
• Storage Indication method used
•
•
•
•
•
• Q (cfs)
180.00
•
• 160.00
•
• 140.00
•
• 120.00
•
• 100.00
•
• 80.00
•
• 60.00
• 40.00
•
• 20.00
•
0.00
0
•
•
•
•
•
•
Sed Basin #1 Routing
Hyd. No. 20 -- 5 Yr
Hydrograph Volume = 266,453 cuft
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
48
Time (hrs)
5
5 10 15 19 24 29 34 39 44
Hyd No. 20 Hyd No. 18
•
•
• Hydrograph Plot
•
Hydraflow Hydrographs by Inteiisolve
• Hyd. No. 20
• Sed Basin #1 Routing
• Hydrograph type = Reservoir
• Storm frequency = 10 yrs
• Inflow hyd. No. = 18
Reservoir name = Sediment Basin #1
•
• Storage Indication method used.
•
•
•
•
•
• Q (cfs)
• 210.00
•
•
• 180.00
•
• 150.00
•
•
• 120.00
•
• 90.00
•
• 60.00
•
• j-
•
30.00
•
•
180.00
150.00
120.00
90.00
60.00
30.00
0.00 0.00
• 0 5 10 15 19 24 29 34 39 44 48
•
Hyd No. 20 Hyd No. 18 Time (hrs)
•
•
•
•
•
8
Saturday, Jul 22 2006, 10:57 AM
Peak discharge = 2.95 cfs
Time interval = 1 min
Max. Elevation = 438.58 ft
Max. Storage = 327,861 cult
Hydrograph Volume= 313,561 cult
Sed Basin #1 Routing
Hyd. No. 20 -- 10 Yr
11
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 20
• Sed Basin #1 Routing
Hydrograph type = Reservoir
• Storm frequency = 25 yrs
• Inflow hyd. No. = 18
Reservoir name = Sediment Basin #1
•
• Storage Indication method used.
•
•
•
•
• Sed Basin #1 Routing
• Q (cfs) Hyd. No. 20 -- 25 Yr
•
28o.oa
•
•
• 240.00
•
• 200.00
•
•
160.00
•
•
120.00
•
•
80.00
•
•
• 40.00
•
• 0 00
Saturday, Jul 22 2006,10:57 AM
Peak discharge = 3.34 cfs
Time interval = 1 min
Max. Elevation = 438.92 ft
Max. Storage = 399,939 cuft
Hydrograph Volume = 365,248 cult
i I
I
Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
• 0 5 10 15 19 24 29 34 39 44 48
• Hyd No. 20 Hyd No. 18 Time (hrs)
•
•
•
•
•
Pond Report
Hydraflow Hydrographs by Intelisoive Saturday, Jul 22 2006, 10:58 AM
Pond No. 7 - Sediment Basin #2
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)
0.00 419.00 39,071 0 0
1.00 420.00 42,246 40,659 40,659
2.00 421.00 45,495 43,871 84,529
3.00 422.00 48,817 47,156 131,685
4.00 423.00 52,212 50,515 182,200
5.00 424.00 55,701 53,957 236,156
6.00 425.00 59,250 57,476 293,632
7.00 426.00 62,873 61,062 354,693
8.00 427.00 66,573 64,723 419,416
Culvert! Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 24.00 6.00 0.00 0.00 Crest Len (ft) = 7.85 30.00 0.00 0.00
Span (in) = 24.00 6.00 0.00 0.00 Crest El. (ft) = 424.00 424.00 0.00 0.00
No. Barrels = 1 3 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert El. (ft) = 419.00 419.00 0.00 0.00 Weir Type = Riser Broad - -
Length (ft) = 83.00 0.00 0.00 0.00 Multl-Stage = Yes No No No
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
Multistage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Taiiwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage I Storage I Discharge Table
Stage Storage Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Total
ft Cuft ft cfs cfs Cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 419.00 0.00 0.00 -- --- 0.00 0.00 -- - - 0.00
0.10 4,066 419.10 0.05 0.05 --- - 0.00 0.00 -- - - 0.05
0.20 8,132 419.20 0.19 0.19 -- - 0.00 0.00 -- - - 0.19
0.30 12,198 419.30 0.41 0.40 --- -- 0.00 0.00 -- - - 0.40
0.40 16,263 419.40 0.69 0.66 -- 0.00 0.00 -- - - 0.66
0.50 20,329 419.50 0.95 0.95 -- 0.00 0.00 --- --- - 0.95
0.60 24,395 419.60 1.15 1.15 -- -- 0.00 0.00 - -- - 1.15
0.70 28,461 419.70 1.35 1.35 -- --- 0.00 0.00 --- - - 1.35
0.80 32,527 419.80 1.56 1.54 -- --- 0.00 0.00 -- - - 1.54
0.90 36,593 419.90 1.73 1.72 -- --- 0.00 0.00 -- - - 1.72
1.00 40,659 420.00 1.90 1.88 -- --- 0.00 0.00 -- - - 1.88
1.10 45,046 420.10 2.08 2.03 -- - 0.00 0.00 -- - - 2.03
1.20 49,433 420.20 2.19 2.19 -- - 0.00 0.00 --- - - 2.19
1.30 53,820 420.30 2.38 2.32 -- - 0.00 0.00 - - - 2.32
1.40 58,207 420.40 2.48 2.46 -- - 0.00 0.00 --- - - 2.46
1.50 62,594 420.50 2.59 2.59 - - 0.00 0.00 --- - - 2.59
1.60 66,981 420.60 2.71 2.71 -- - 0.00 0.00 -- - - 2.71
1.70 71,368 420.70 2.83 2.83 --- - 0.00 0.00 --- - - 2.83
1.80 75,755 420.80 2.95 2.95 - - 0.00 0.00 -- -- - 2.95
1.90 80,142 420.90 3.06 3.06 -- 0.00 0.00 -- - - 3.06
2.00 84,529 421.00 3.17 3.17 - - 0.00 0.00 -- - - 3.17
2.10 89,245 421.10 3.29 3.29 - - 0.00 0.00 --- --- - 3.29
2.20 93,960 421.20 3.39 3.39 -- - 0.00 0.00 -- - 3.39
2.30 98,676 421.30 3.52 149 - - 0.00 0.00 -- - - 3.49
2.40 103,391 421.40 3.64 3.59 - - 0.00 0.00 -- - - 3.59
2.50 108,107 421.50 3.77 3.68 - -- 0.00 0.00 -- - - 3.68
2.60 112,823 421.60 3.79 3.78 - -- 0.00 0.00 -- - - 3.78
2.70 117,538 421.70 3.90 3.88 - -- 0.00 0.00 -- - - 3.88
2.80 122,254 421.80 4.03 3.97 - -- 0.00 0.00 - - - 3.97
Continues on next page.
Sediment Basin 92
Stage I Storage 1 Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D EAU Total
ft Cult ft Cfs Cfs Cfs Cfs Cis Cfs Cfs Cfs Cfs Cfs
2.90 126,969 421.90 4.06 4.06 - - 0.00 0.00 - - - 4.06
3.00 131,685 422.00 4.17 4.15 - - 0.00 0.00 - - - 4.15
3.10 136,737 422.10 4.30 4.23 - - 0.00 0.00 - - - 4.23
3.20 141,788 422.20 4.32 4.32 - - 0.00 0.00 - -- --- 4.32
3.30 146,839 422.30 4.44 4.40 - - 0.00 0.00 - - - 4.40
3.40 151,891 422.40 4.48 4.48 - - 0.00 0.00 - - - 4.48
3.50 156,942 422.50 4.58 4.57 -- -- 0.00 0.00 - - - 4.57
3.60 161,994 422.60 4.72 4.64 - -- 0.00 0.00 - - - 4.64
3.70 167,045 422.70 4.73 4.73 - -- 0.00 0.00 - - - 4.73
3.80 172,097 422.80 4.87 4.80 - -- 0.00 0.00 - -- - 4.80
3.90 177,148 422.90 4.88 4.88 - -- 0.00 0.00 - - - 4.88
4.00 182,200 423.00 5.01 4.95 - - 0.00 0.00 -- - 4.95
4.10 187,595 423.10 5.03 5.03 - - 0.00 0.00 - - - 5.03
4.20 192,991 423.20 5.16 5.10 - - 0.00 0.00 - -- - 5.10
4.30 198,387 423.30 5.17 5.17 - - 0.00 0.00 -- -- --- 5.17
4.40 203,782 423.40 5.31 514 --- - 0.00 0.00 - -- -- 5.24
4.50 209,178 423.50 5.31 5.31 --- - 0.00 0.00 -- -- -- 5.31
4.60 214,573 423.60 5.46 5.38 --- - 0.00 0.00 - -- -- 5.38
4.70 219,969 423.70 5.46 5.45 -- 0.00 0.00 -- -- - - 5.45
4.80 225,365 423.80 5.61 5.52 -- -- 0.00 0.00 -- -- - 5.52
4.90 230,760 423.90 5.61 5.59 -- -- 0.00 0.00 --- - - 5.59
5.00 236,156 424.00 5.76 5.65 - --- 0.00 0.00 --- - -- 5.65
5.10 241,904 424.10 6.53 5.66 - -- 0.83 2.47 -- - --- 8.96
5.20 247,651 424.20 7.97 5.63 - -- 2.34 6.98 - - - - 14.95
5.30 253,399 424.30 9.87 5.58 - - - 4.30 12,82 -- -- -- 22.69
5.40 259,146 424.40 12.11 5.49 - - 6.61 19.73 -- -- --- 31.84
5.50 264,894 424.50 14.63 5.37 - - 9.24 27.58 - -- - - 42.19
5.60 270,641 424.60 17.26 5.11 - - 12.15 36.25 - -- - 53.51
5.70 276,389 424.70 20.16 4.84 - - 15.31 45.69 -- - --- 65.84
5.80 282,136 424.80 23.15 4.45 - - 18.71 55.82 - - - 78.97
5.90 287,884 424.90 26.22 3.90 - - 22.32 66.60 - - -- 92.83
6.00 293,632 425.00 29.31 3.17 - - 26.14 78.00 - - - 107.31
6.10 299,738 425.10 30.45 2.90 - - 27.54 89.99 - - -- 120.43
6.20 305,844 425.20 30.98 2.84 - -- 28.14 102.54 - - - 133.51
6.30 311,950 425.30 31.43 2.81 - --- 28.61 115.62 - - - 147.04
6.40 318,056 425.40 31.83 2.79 - --- 29.04 129.21 --- - - 161.04
6.50 324,162 425.50 32.22 2.78 - --- 29.43 143.30 --- - -- 175.51
6.60 330,268 425.60 32.58 2.78 - -- 29.80 157.87 --- -- - 190.45
6.70 336,375 425.70 32.94 2.78 - -- 30.16 172.90 --- -- -- 205.83
6,80 342,481 425.80 33.28 2.78 - -- 30.50 188.37 --- -- -- 221.65
6.90 348,587 425.90 33.61 278 - -- 30.83 204.29 -- --- - 237.90
7.00 354,693 426.00 33.94 2.78 - - 31.16 220.62 -- --- -- 254.56
7.10 361,165 426.10 34.26 2.79 - - 31.47 237.37 - --- - 271.63
7.20 367,638 426.20 34.58 2.80 - -- 3138 254.53 -- --- -- 289.10
7.30 374,110 426.30 34.89 2.81 - --- 32.08 272.08 -- --- -- 306.97
7.40 380,582 426.40 35.20 2.81 - - 32.38 290.01 - - - 325.21
7.50 387,055 426.50 35.50 2.82 - - 32.68 308.33 - - - 343.83
7.60 393,527 426.60 35.80 2.83 -- - 32.96 327.01 - -- 362.81
7.70 399,999 426.70 36.09 2.84 - - 33.25 346.06 - -- - 382.15
7.80 406,472 426.80 36.38 2.85 -- - 33.53 365.46 - -- - 401.85
7.90 412,944 426.90 36.67 2.87 - - 33.81 385.22 - -- - 421.89
8.00 419,416 427.00 36.96 2.88 - - 34.08 405.30 - - - 442.26
.End
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 21
Sed Basin #2 Routing
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 18
Reservoir name = Sediment Basin #2
Saturday, Jul 22 2006,10:57 AM
Peak discharge = 4.48 cfs
Time interval = 1 min
Max. Elevation = 422.40 ft
Max. Storage = 151,814 cuft
• Storage Indication method used.
Q (cfs)
• 140.00
• 120.00
100.00
• 80.00
50.00
• 40.00
20.00
0.00
0 5 10 15 19
Hyd No. 21 Hyd No. 18
Hydrograph Volume = 247,630 tuft
Time (hrs)
3
Sed Basin #2 Routing
Hyd. No. 21 -- 2 Yr
•
•
• Hydrograph Plot
•
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 21
• Sed Basin #2 Routing
• Hydrograph type = Reservoir
• Storm frequency = 5 yrs
• Inflow hyd. No. = 18
Reservoir name = Sediment Basin #2
•
Saturday, Jul 22 2006, 10:57 AM
Peak discharge = 5.51 cfs
Time interval = 1 min
Max. Elevation = 423.79 ft
Max. Storage = 224,655 cuft
• Storage Indication method used
•
•
•
•
•
• Q (cfs)
• 180.00
•
• 160.00
•
• 140.00
•
• 120.00
•
• 100.00
•
• 80.00
•
• 60.00
•
• 40.00
• 20.00
•
• 0.00
• 0
•
•
•
•
•
•
Sed Basin #2 Routing
Hyd. No. 21 -- 5 Yr
Hydrograph Volume = 355,843 cult
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
48
Time (hrs)
6
5 10 15 19 24 29 34 39 44
Hyd No. 21 Hyd No. 18
9
• Hydraflow Hydrographs by Intelisolve
• Hyd. No. 21
• Sed Basin #2 Routing
• Hydrograph type = Reservoir
Storm frequency = 10 yrs
• Inflow hyd. No. = 18
Reservoir name = Sediment Basin #2
•
Saturday, Jul 22 2006,10:67 AM
Peak discharge = 17.25 cfs
Time interval = 1 min
Max. Elevation = 424.23 ft
Max. Storage = 249,360 cuft
• Storage Indication method used.
•
•
•
•
•
• Q (cfs)
• 210.00
•
•
• 180.00
•
• 150.00
•
•
• 120.00
•
90.00
•
• 60.00
•
•
• 30.00
•
•
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 0.00
• 0 5 9 14 19 23 28 33 37 42 47
• Hyd No. 21 Hyd No. 18 Time (hrs)
•
•
•
•
•
Hydrograph Volume = 430,970 cult
Sed Basin #2 Routing
Hyd. No. 21 --10 Yr
• Hydraflow Hydrographs by Intelisoive
Hyd. No. 21
Sed Basin #2 Routing
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 18
Reservoir name = Sediment Basin #2
• Storage Indication method used.
Q (cfs)
• 280.00
• 240.00
200.00
• 160.00
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 4 8 12 16 20 24 28 32 36 40 44
Hyd No. 21 Hyd Na. 18 Time (hrs)

Saturday, Jul 22 2006,10:57 AM
Peak discharge = 59.53 cfs
Time interval = 1 min
Max. Elevation = 424.65 ft
Max. Storage = 273,448 cuft
Hydrograph Volume = 520,699 cutt
12 !
Sed Basin #2 Routing
Hyd. No. 21 - 25 Yr