McCarthy Improvement Warren Co_Narrative REVISED FINAL_6-19-17

Erosion and Sedimentation Control Plan
Technical Report
For
McCarthy Improvement Warren County Concrete Plant
1224 Ridgeway Drewry road
Manson, NC 27553
Operator
McCarthy Improvement Company
590 Means Street NW, Suite 100
Atlanta, GA 30318
Revisions
June 19, 2017
Prepared by:
Terra Consulting, LLC
P.O. Box 1738
Carrollton, GA 30112

McCarthy Improvement Company
Table of Contents
Warren County Plant Site
1.0
Project Description..................................................................................
2
2.0
Site Description......................................................................................
2
2.1 Pre -development Conditions..............................................................
2
2.2 Receiving Waters...........................................................................
3
2.3 Wetlands.....................................................................................
3
2.4 Flood Zone..................................................................................
3
2.5 Soil Types....................................................................................
3
2.6 Development Plan..........................................................................
3
3.0
Hydrologic Analysis.................................................................................
4
4.0
Construction Sequence/Schedule..................................................................
5
5.0
Vegetative Plan......................................................................................
6
6.0
Storm Water Discharge Data.......................................................................
8
7.0
Temporary Diversion/Swale Velocity & Shear Stress ..........................................
10
Appendices
Appendix A Financial Responsibility / Ownership Form
Lease Agreement / Property Owners Consent
Property Deed
Appendix B Supporting Calculations:
Drainage Area 1:
NCDEQ Selection of Sediment Control Measure Spreadsheet
NCDEQ Skimmer Basin Sizing Spreadsheet
Drainage Basin 2:
NCDEQ Selection of Sediment Control Measure Spreadsheet
Appendix C NRCS Soil Survey Map
Appendix D Erosion and Sedimentation Control Plan Preliminary Review Checklist
Appendix E Hydrological Analysis
Drainage Area 1 Predevelopment
Drainage Area 1 Post -development
Drainage Area 2 Predevelopment
Drainage Area 2 Post -development
Culvert Pipe Hydrology
Appendix F Temporary Diversion Hydrology
1

McCarthy Improvement Company
1.0 Project Description
Warren County Plant Site
The purpose of this project in to install a portable concrete batch plant on leased property
located at 1224 Ridgeway Drewry Road, Manson, in Warren County. The completed site will
be occupied by the concrete batch plant, one aggregate stockpile, one sand stockpile, three (3)
cement storage trailers, two (2) fly ash storage trailers, a control trailer, and a truck bed
washout area with three settling pits to contain the wash water. The concrete batch plant is
being installed to provide concrete for a repaving project on Interstate Highway 85 (I-85). The
batch plant is expected to operate at this site through 2018. Once the project is completed the
plant and all equipment will be removed. The aggregate base will be removed and the site will
be regraded to ensure proper drainage. The site will be vegetated with a permanent grass
suitable for the area and season.
2.0 Site Description
Coordinates at site entrance: 36.456186° N 78.268450 W
2.1 Predevelopment Conditions
McCarthy Improvement Company will lease the entire 4.39 acre parcel. The parcel is currently
undeveloped mature pasture land except for approximately 0.6 acre on the north side of the
parcel. This area was inadvertently graded and used to stock pile soil by S.T. Wooten
Construction Corporation. Wooten is leasing the adjacent parcel to the north to be used as a
waste site for excess soil from the I-85 construction project. Erosion and sediment control
BMPs including a skimmer basin have been install on the adjacent parcel by Wooten.
Runoff from the 3.01 acres designated as Drainage Area 1 currently flows to the east and flows
into a roadside drainage ditch at the northwest side of the I-85 off -ramp to Ridgeway Drewry.
Runoff from the remaining 1.4 acres designated as Drainage Area 2 flows to the southwest into
a roadside drainage ditch on the north side of Ridgeway Drewry Road.
The subject parcel and all adjacent parcels are located in an unincorporated area of Warren
County. This area is not a Phase II stormwater area and the category is No Stormwater
Program. The parcel immediately to the south of the site is occupied by an abandoned gas
station and store. The parcels to the north is being used as a waste soil storage area by Wooten.
The parcel to the west is undeveloped pasture and woodlands. The east side of the site is
bounded by the south bound exit ramp from I-85 and the south side of the site is bounded by
Ridgeway Drewry Road.
2

McCarthy Improvement Company
2.2 Receiving Waters
Warren County Plant Site
The receiving waters for the runoff from this site are the waters of Smith Creek. Smith Creek is
located approximately 600 feet east of the eastern site boundary on the opposite side of I-85.
Smith Creek is located within the Roanoke River Basin and has a classification of "C". The
Stream Index is 23-10 and the segment is described as from source to North Carolina -Virginia
State Line. The proposed site is not located within a High Water Quality Zone.
The 303(d) listing for Smith Creek are the following:
IR Category: ACS: Parameter of Interest:
5 EC Fish Community Fair (Nar, AL, FW)
5 EC Benthos Fair (Nar, AL, FW)
2.3 Wetlands
There are no wetlands located on the proposed site. However, there are designated wetland
located along Smith Creek to the north and east of the site. Discharges from this site will not
impact these wetlands.
2.4 Flood Zone
This site is not located within a Flood Hazard Zone as Identified by the FEMA Flood Insurance
Rate Map No. 3720290800J, Panel 2908.
2.5 Soil Types
Soil types located on the site have been identified by the NRCS Web Soil Survey. All soils on
the site have been identified as Pacolet sandy clay loam, 2 to 8 percent slope, moderately
eroded. A copy of the Soils Map is located in Appendix C of this Narrative. Soil type is
shown on the Sheet C. 001 - Existing Conditions of the Erosion and Sediment Control Plan.
2.6 Development Plan
Drainage Area 1
Development of the site will include grading to direct runoff from the largest portion of the
disturbed area to the skimmer basin located at the eastern edge of the site. The result of the
grading will be that the divide between Drainage Area 1 and Drainage Area 2 will be moved to
the west enlarging Drainage Area A. The skimmer basin will be installed as detailed in the
Erosion and Sedimentation Control Plan also submitted. Sediment fencing (silt fence) will be
installed at the perimeter of the disturbed area. After grading, most of Drainage Area 1 will be
covered with four to six inches of graded aggregate base (GAB) to support the concrete plant
and auxiliary equipment. A 16 ft. by 60 ft. concrete slab will be installed as a foundation for
3

McCarthy Improvement Company
Warren County Plant Site
the plant and all remaining disturbed areas will be stabilized with a four to six inch layer of
aggregate or permanent vegetation.
Discharge from the skimmer and spillway will flow to the northeast along the tree line and
enter the skimmer basin on the adjacent property to the north. Ultimately the discharge will
enter the road -side ditch along the south -bound exit ramp from I-85.
Skimmer Basin Sizing Requirements
Permit Requirement
Permit Minimum
Requirement
Actual Data
Minimum Surface Area (325 ft2 per Qio
5,967 ft2
8,303 ft2
inflow)
Minimum Volume (1800 ft3 per disturbed area)
5,040 ft'
24,571 ft'
Maximum elevation over spillway at Qio
334.0 ft.
333.96 ft.
Drainage Area 2
Grading the site will reduce the area of Drainage Area 2 by 0.58 acres. An off-site area located
to the west of the property flows onto the site along the western property boundary. This
portion of the drainage basin is covered by woods with dense undergrowth or mature pasture
land and flow onto the site as sheet flow. Soil disturbance on this drainage basin will be
limited to grading to install an access drive to the plant site, an area where the laboratory
trailers will be parked, and two culvert pipes. The disturbed area will be 0.51 acres and will be
covered by graded aggregate base. The remaining 0.29 acres will remain undisturbed pasture.
A double row of sediment fencing (silt fence) will be installed on the down-slope side of the
disturbed area. The disturbed area will be stabilized with graded aggregate base or permanent
seeding.
Runoff from this drainage area will flow to the south corner of the site and now into the road-
side drainage ditch on the north side of Ridgeway Drewry Road.
3.0 Hydrologic Analysis
The predevelopment and post -development drainage basins and receiving waters were
determined using the survey prepared at one foot intervals by Pennoni Associates, Inc. of
Chapel Hill, North Carolina on March 31, 2017. Runoff hydrographs for 2 and 10 year 24-hour
type II storm events were developed using the SCS Method using HydroCAD Version 10.00-18
modeling software. Pre -development and post -development reports are located in Appendix C.
2

McCarthy Improvement Company Warren County Plant Site
4.0 Construction Sequence/Schedule
1. Obtain E&SC Plan approval
2. Flag work limits
3. Contact NC DEMLR at least 48 hours before beginning land disturbing activities
4. Install perimeter control (silt fence)
5. Install construction entrance and 2 culverts with inlet and outlet protection
6. Install sediment basin as first construction activity
7. Install Surface Skimmer and outlet
8. Construct temporary diversions and install turf reinforcement mats and liners
9. Grade site within disturbed area limits
10. Install concrete washout structure and establish staging areas
11. Within 7 days install aggregate cover on all surfaces delineated as requiring stabilization
within 7 days.
12. Within 7 days install temporary and/or permanent vegetation on all surfaces not covered
with aggregate and delineated as requiring stabilization within 7 days.
13. All erosion and sediment control practices will be inspected weekly and after rainfall events
14. All erosion and sediment control practices will be maintained for the duration of the project
15. At the conclusion of the paving project remove concrete plant and all plant -related
equipment
16. Remove graded aggregate base from plant area, access road, and other parts of the site
17. Regrade site — remove diversions, berms, & swales, skimmer basin, and Culvert 1
18. Immediately following regrading, install RECP/liner in area formerly occupied by Culvert 1
19. Immediately following regrading, seed all disturbed areas with permanent vegetation
20. Once permanent vegetation is established, remove silt fence, construction entrance, and
culvert 2
21. Install RECP/liner in area formerly occupied by Culvert 2
5

McCarthy Improvement Company
5.0 Vegetative Plan
Temporary Vegetation
Warren County Plant Site
Temporary vegetation will be seeded on all disturbed areas of the site not stabilized with
aggregate (GAB) or riprap.
Seedbed Preparation:
Seedbed should be well -pulverized, loose, and uniform. If hydraulic seeder is used the surface
may be left with a more irregular surface of large clodes and stones.
Lime:
Apply ground agricultural limestone at the rate listed below. Apply uniformly and incorporate
into the top 4 to 6 inches of soil.
Fertilizer:
Apply fertilizer at the rate listed below. Fertilizer should be incorporated into the top 4 to 6
inches of soil. If hydraulic seeder is used, do not mix seed and fertilizer more than 30 minutes
before application.
Seeding Method:
Use hydraulic seeding equipment to apply seed, fertilizer, wood fiber mulch at 45 lbs/1,000 ft',
and a mulch tackifer.
Temporary Seeding Mixture:
Mulch:
Apply wood fiber mulch from hydraulic seeder at the rate of 45 pounds per 1,000 ft2 except in
diversion swales where RECP liners and turf reinforcement mats are required. See Sheet C-
101.
Maintenance:
2
Fertilizer
Seeding dates
Species
Seeding rate
Lime rate
(10-10-10)
rate
January 1 to May 1
Rye (grain)
120 lb./acre
2,000 lb./acre
750 lb./acre
Kobe Lespedeza
501b./acre
May 1 to August 15
German Millet
401b./acre
2,000 lb./acre
7501b./acre
August 15 to December 30
Rye (grain)
120 lb./acre
2,000 lb./acre
1,000 lb./acre
Mulch:
Apply wood fiber mulch from hydraulic seeder at the rate of 45 pounds per 1,000 ft2 except in
diversion swales where RECP liners and turf reinforcement mats are required. See Sheet C-
101.
Maintenance:
2

McCarthy Improvement Company
Warren County Plant Site
Reseed, fertilize and mulch areas immediately following erosion or damage. Re -fertilized
where growth is not fully adequate. Do not mow. Protect from traffic as much as possible.
Topdress Rye with 50 lb. /acre of nitrogen in March.
Permanent Vegetation
Permanent vegetation will be seeded on all disturbed areas of the site not stabilized with
aggregate (GAB) or riprap. Disturbed area of the site that will be permanently vegetated is
1.46 A.
Seedbed Preparation:
1. All areas will be seeded with a hydraulic seeder.
2. Leave the last 4 to 6 inches of fill loose and uncompacted. Allow rocks, roots, large clods
and other debris to remain.
3. Roughen slope surfaces by making grooves 2 to 3 inches deep, perpendicular to the slope.
4. Spread lime evenly over the area as recommended by soil test.
Seeding Method:
Use hydraulic seeding equipment to apply seed, fertilizer, wood fiber mulch at 45 lbs/1,000 ft2,
and a mulch tackifer.
Permanent Seeding Mixture:
Maintenance:
Refertilize in late winter or early spring the following year. Mow as desired.
Long term maintenance to be provided by land owner.
7
Fertilizer
Species
Seeding rate
Lime rate
(10-20-20)
rate
Virginia Wild Rye
6 lb./acre
2,000 lb./acre
40 lb./acre
Eastern Bottlebrush Grass
2.5 lb./acre
Fox Sedge
2.5 1b./acre
Maintenance:
Refertilize in late winter or early spring the following year. Mow as desired.
Long term maintenance to be provided by land owner.
7

McCarthy Improvement Company
6.0 Storm Water Discharge Data
Warren County Plant Site
Total Parcel Area
4.39
Drainage Area 1
Pre -development drainage area on parcel
3.01 A
Total Predevelopment drainage area
3.01 A
Predevelopment Qio
9.74 cfs
Post -development drainage area on parcel
3.59 A
Post -development drainage area
2.71 A
Post -development disturbed area
3.43 A
Peak Flow Into Skimmer Basin
18.36 cfs
Basin discharge - skimmer Qio (flow)
0.02 cfs
Basin discharge - spillway Qio (flow)
8.72 cfs
Basin discharge - skimmer Qio (velocity)
0.49 fps
Basin discharge - spillway Qio (velocity)
1.72 fps
Basin length at spillway
130 ft.
Basin width at spillway
64 ft.
Basin depth at spillway
3.5 ft.
Basin inside side slope ratio
2:1
Spillway elevation
333.5 ft.
Spillway width
8 ft.
Spillway length (horizontal portion)
11 ft.
Spillway length (slope portion of berm)
16 ft
Spillway depth
1.5 ft.
Spillway slope discharge side
3:1
Max depth of flow over spillway (Qio)
0.46 ft.
Skimmer size
1.5 in.
Skimmer orifice
1.5 in.
Dewatering time for required volume
3.36 days
Post -development area of by-pass
0.88 A
By-pass area Qio
3.92 cfs
Drainage Area 2
Predevelopment drainage area on parcel
1.38 A
Total Predevelopment drainage area
2.54 A
Predevelopment Qio
2.38 cfs
Post -development drainage area on parcel
0.80 A
Total Post -development drainage area
2.07 A
Post -development disturbed area
0.51 A
Post -development Qio
3.75 cfs

7.0 Temporary Diversion/Swale Velocity & Shear Stress
Velocity and shear stress was determined for four sections of the diversion located at the south and
west sides of Drainage Area 1. This diversion is identified as the SW Diversion and the sections area
identified as the Upper, Upper -Middle, Lower -Middle, and Lower Section of SW Diversion. The
diversion located on the northeast side of Drainage Area 1 was evaluated as one section. This section
is identified as the NE Diversion.
The Upper Section of the SW Diversion includes the swale at the northwest edge of the site as well as
the swale that crosses the access drive to the site. The upper -middle section is top half of the swale
that conveys runoff along the southwest edge of Drainage Area 1 where the slope is less steep. The
Lower -Middle section is the bottom half of the swale along the SW edge of Drainage Area 1 and is
much steeper than the upper half. The Lower Section of the SW Diversion conveys stormwater from
the south corner of Drainage Area 1 to the inlet to the skimmer basin.
The NE Diversion conveys runoff from the north edge of Drainage Area 1 to the inlet to the skimmer
basin.
Velocity and depth of flow of runoff from a 10 -year storm event in each of the diversion sections was
determined using HydroCAD Version 10.00-18 modeling software. Printed reports from this
modeling are located in Appendix F.
Velocity of flow in all diversion sections exceeds 2 fps, therefore Rolled Erosion Control Product
(RECP) is required in all surfaces within the diversions except the area covered by aggregate (GAB).
Based on the velocity of the flow in the different diversions, the SW Diversion Lower -Middle Section
and the NE Diversion require turf reinforcement mats and all other diversion sections require RECP
liners.
Width
Depth of
Section
Depth of
Velocity
Section
(ft)
channel
Length (ft.)
Slope
Flow (ft.)
(fps)
SW Diversion
Upper Section
10
1
271
0.006
0.23
3.92
SW Diversion
Upper -Middle
10
1
125
0.008
0.23
4.53
Section
SW Diversion
Lower -Middle
10
1
125
0.064
0.22
12.82
Section
SW Diversion
10
1
262
0.011
0.22
5.31
Lower Section
NE Diversion
10
1
171
0.023
0.23
7.68
Velocity of flow in all diversion sections exceeds 2 fps, therefore Rolled Erosion Control Product
(RECP) is required in all surfaces within the diversions except the area covered by aggregate (GAB).
Based on the velocity of the flow in the different diversions, the SW Diversion Lower -Middle Section
and the NE Diversion require turf reinforcement mats and all other diversion sections require RECP
liners.

McCarthy Improvement Company
Shear Stress:
Shear stress was calculated using the following formula:
Where:
i=YDS
i = Shear Stress (In/ft')
Y = Weight of Water (lb/ft)
D = Average water depth (ft.)
S = Channel slope (ft/ft)
Density of water at 60°F = 62.37 lb/ft3
Warren County Plant Site
The permissible shear stress of the RECP liners and turf reinforcement mats used must exceed the
shear stress values listed below for each diversion section.
Section
Shear Stress (lb/ft2)
SW Diversion Upper Section
0.09
SW Diversion Upper -Middle Section
0.09
SW Diversion Lower -Middle Section
0.38
SW Diversion Lower Section
0.15
NE Diversion
0.33
10

Appendix A
Financial Responsibility / Ownership Form
Lease Agreement / Property Owners Consent
Property Deed

FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
EXPRESS PERMITTING OPTION 08012007
No person may initiate any land -disturbing activity on one or more acres as covered by the Act before this
form and an acceptable erosion and sedimentation control plan have been completed and approved by the
Land Quality Section, N.C. Department of Environment and Natural Resources. (Please type or print and, if
the question is not applicable or the e-mail and/or fax information unavailable, place N/A in the blank.)
Part A.
1. Project Name McCarthy Improvement Warren County Concrete Batch Plant
2. Location of land -disturbing activity: County Warren
Highway/Street 1224,Ridgway- Drewry Rd Latitude
City or Township
N 36.45616
3. Approximate date land -disturbing activity will commence: July 1, 2017
Nutbush
Longitude W 78.26807
4. Purpose of development (residential, commercial, industrial, institutional, etc.):_Industrial (temporary)
5. Total acreage disturbed or uncovered (including off-site borrow and waste areas): 3.94 acres
6. Amount of fee enclosed: $1,000.00 . The Express Permitting application fee is a dual charge. The
normal fee of $65.00 per acre is assessed without a ceiling amount. In addition, the Express Permitting
supplement is $250.00 per acre up to eight acres, after which the Express Permitting supplemental fee
is a fixed $2,000.00 (Example: 9 acres total is $2,585). NOTE: Both fees are rounded up to the next
whole acre and need to be paid by separate checks to NCDENR.
7. Has an erosion and sediment control plan been filed? Yes X No Enclosed
8. Person to contact should erosion and sediment control issues arise during land -disturbing activity:
Name Kevin Crusa E-mail Address kcrusa .mccarthyimprovement.com
Telephone [phone] Cell # 864-630-0314 Fax #
9. Landowner(s) of Record (attach accompanied page to list additional owners):
D.H. Rowland 919-833-5900 NA
Name Telephone Fax Number
4525 Inwood Road same
Current Mailing Address Current Street Address
Raleigh NC 27603
City State Zip City State Zip
10. Deed Book No. 337 Page No. 30 Provide a copy of the most current deed.
Part B.
1. Person(s) or firm(s) who are financially responsible for the land -disturbing activity (Provide a
comprehensive list of all responsible parties on an attached sheet):
McCarthy Improvement Company info(cDmccarthyimprovement.com
Name E-mail Address
590 Means Street NW, Suite 100 same
Current Mailing Address Current Street Address
Atlanta GA 30318
City State Zip City
State
Telephone [phone] Fax Number 404-761-4764
Zip

2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address
of the designated North Carolina Agent:
Name
Current Mailing Address
City State
Telephon
E-mail Address
Current Street Address
Zip City State Zip
Fax Number
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy of the Certificate of Assumed Name. If the Financially Responsible
Party is a Corporation, give name and street address of the Registered Agent:
Corporation Service Company compliancemail(o)-cscglobal.com
Name of Registered Agent E-mail Address
327 Hillsborouqh Street 327 Hillsborough Street
Current Mailing Address Current Street Address
Raleigh, NC 27603 Raleigh, NC 27603
City State Zip City State Zip
Telephone [phone] Fax Number. 850-555-1515
(c) In order to facilitate Express Permitting, it is necessary to be able to contact the Engineer or other
consultant who can assist in providing any necessary information regarding the plan and its preparation:
Terra Consultinq, LLC
Engineering Firm or other consultant
Jacki Congleton
Individual contact person (type or print)
iacki(@-terraconsultingllc.com
E-mail Address
770-573-3055
Telephone Fax Number
The above information is true and correct to the best of my knowledge and belief and was provided by me
under oath (This form must be signed by the Financially Responsible Person if an individual or his attorney-in-
fact, or if not an individual, by an officer, director, partner, or registered agent with the authority to execute
instruments for the Financially Responsible Person). I agree to provide corrected information should there be
any change in the information provided herein.
Scott E. Hutter President
Type or print name Title or Authority
_6/12/17
Signature Date
I, o�d err Sup rk�l� a Notary Public of the County of 5 f
State of Iowa, hereby certify that 5e(S 0 �- /6'A -- appeared personally before
me this day and being duly sworn acknowledged that the above form was executed by him.
Witness my hand and notarial seal, thisday of 20
tary
sIAd IA L. 5uNC15TED7
Commission Number 184813 My commission expires C5
My Commission Expires
to'n MaY 22, 2020

Financial Responsibility/Ownership Form
Sedimentation Pollution Control Act
Express Permitting Option
Attachment 1
Additional Landowner of Record:
Ms. Cannaaday
149 Dianas Way Will Mitchener Road
Franklinton, NC 27525

LEASE AGREEMENT
This Lease Agreement ("the "Agreement'), effective May 1, 2017,, is entered into by
McCarthy Improvement Company, ("Lessee") of 5401 Victoria Ave. Davenport, Iowa 52807
and between Dewey H. Roland/Diana Cannaday with Mr. Roland's address of 4525 Inwood Rd.
Raleigh, NC 27603 and Ms. Cannaday address as 149 Dianas Way Will Mitchener Rd.
Franklinton, NC 27525.
In consideration of the terms and conditions below, the receipt and adequacy of which are
hereby acknowledged, Lessor does hereby rent, demise and lease unto Lessee certain real
property and improvements located thereon on 4.35 Acres recorded in Deed Book 337 Deed
Page 30 section B4 18 Warren County, NC (the "Premises") and grants Lessee the right to place
and operate a portable concrete batch plant located on the Premises. See Attached Drawing.
Term. This Agreement shall be for a term of 16 (sixteen) months beginning May 1, 2017,
renewable as provided hereunder.
2. Rental: Lessee shall pay Eighteen Hundred and 00/100 ($1,800.00) Dollars per month to
Lessors as rent. Payment shall be made to each Lessor at $900.00 each. Said rental payment
shall be paid by on or before the 5h day of each month.
3. Use: Lessee shall use the Premises only for the conduct of its construction business.
including but not limited to the operation of a concrete plant and stockpiling of the material
located on the Premises.
4. Right -of -Way: Lessor shall permit Lessee to use whatever land is necessary for a
convenient right-of-way for the ingress and egress of Lessee for the operation of its
construction business.
5. Return of the Leased Premises: Within thirty (30) days after the expiration of this
Agreement, Lessee shall remove all personal property, movable improvements and facilities
then belonging to Lessee from and give peaceful possession of the Premises to Lessor.
Lessee will grade to reasonable conformity to original grade and property will have proper
drainage as before and a stand of grass on the Premises.
6. Warranties: Lessor warrants that during the Term of this Agreement and any renewal
thereof, that it owns the Premises in fee, has full authority to enter into this Agreement and
that it will not lease the Premises to any other person or entity. Lessor also warrants the
terms and conditions of this Agreement shall remain effective until expiration of the Term
and any renewal thereof if the Premises are sold to a third party. Lessor further warrants
that the Premises are free of any contaminant or substance which is prohibited or regulated
by any state, federal or local law or regulation.

7. Return of the Leased Premises: At the expiration of this Agreement, Lessee shall remove all
personal property, materials, and facilities belonging to Lessee and give peaceful possession
of the Premises to Lessor. Lessee shall return the premises to the Lessor in the same
condition as originally found, excepting ordinary wear and tear. Once the Lessee returns
possession of the Premises to the Lessor, the Lessor shall sign any and all release forms
required by the Department of Transportation or other entity in order to release Lessee from
any further liabilities under its contract with said entities.
S. Real Estate Taxes: Lessor shall pay all real estate taxes and assessments levied against the
Premises.
9. Renewal: Upon notice at least fifteen (15) days before the expiration of the Term of this
Agreement, Lessee shall have the option to renew the Term for 3 consecutive months
pursuant to the same terms and conditions herein.
10. Heirs and Assigns: This Agreement shall inure to the benefit of the heirs, successors and
assigns of either party.
11. No Presum tion Against Drafter: Lessor and Lessee understand, agree, and acknowledge
that this Lease has been freely negotiated by both parties, and that in any controversy,
dispute, or contest over the meaning, interpretation, validity, or enforceability of this Lease
or any of its terms or conditions, there shall be no inference, presumption or conclusion
drawn whatsoever against either party by virtue of that party having drafted the Lease or any
portion thereof.
12. MANDATORY BINDING ARBITATION. The American Arbitration Association
("AAA") shall conduct the arbitration unless the parties mutually agree to use an alternative
arbitration service. The costs of the arbitration, including reasonable attorney fees and
expenses, shall be borne equally by the parties. As part of any award, the arbitrator shall
have the authority to award the costs of the arbitration, including reasonable attorney fees
and expenses, to the either party. When awarding said costs, the arbitrator shall consider the
amount demanded, the amount offered, if any, the date of any demand or offer, and the
amount of the award. All arbitration matters or hearings by the arbitrator shall be conducted
in accordance with the Complex Case Procedures of the AAA. Any matter not addressed by
said rules shall be determined in accordance with the Georgia Rules of Civil Procedure and
Evidence. Judgment upon any award made by the arbitrator may be entered in any court
having jurisdiction thereof, if necessary.

IN WITNESS WHEREOF, the parties have executed this Lease Agreement as of the day
and year first above -written.
WITNESSES
LESSORS
By:
Title: Airs,,
By:
Title: Gz L
LESSEE
By:��
Title: �'

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FIRE—DISTRICT—CODE
FLAG
NEIGHBORHOOD_CODE
IMPROVEMENT—CODE
SITUS ADDRESS
TOTAL—ASSESSED—VALUE
LAND_VALUE
BUILDING_VALUE
OTHER VALUE
SALE—PRICE
HEATED—AREA
2255
-949
2918557902
B4 18
EDDINS
FILE
CANNADY N A & D H ROWLAND
4525 INWOOD RD
RALEIGH NC
27603
105
30
500
V
1224 SR
16321
16321
0
0
3500
0

0337
0030
nRAFTYn eV
SANZET. BANZET
9 THOWpsoi't
WARRENTON. N.C.
Book 337 - Page 30".
NORTH CAROLINA,
WARREN COUNTY
THIS DEED made this the Slat day of March, 1980, by R. L. Eddins
and wife, Novia Eddins, of Baker County. Florida, parties of the first part,
to Nathaniel A. Cannady of Franklin County, North Carolina, and Dewey H,
.Rowland of Wake County, North Carolina, parties of the second part:
WITNESSETH:
THAT. for and in consideration of the sum of TEN DOLLARS, ($10.00)
and other valpable considerations paid by the parties of the second part to the
parties of the first part, the receipt of which ig hereby acknowledged, the
parties of the first part have bargained, granted, sold and conveyed and by
these presents do hereby bargain, grant, sell and convey to and unto the
parties of the second part, as tenants in common, their heirs and assigns.
that certain parcel or tract of land in Nutbush Township. Warren County,
North Carolina, described as follows:
BEGINNING at an iron pipe on the Northeast side of the Ridgeway
Road, Southwest corner for the .85 acre tract conveyed to Humble
Oil and Refining Company by R. L. Eddins, et ux, Book 227, page
133, thence along the line of Humble Oil and Refining Company
North 47" 421 East 175 feet to an 'iron pipe, thane South 50° 391
East 258 feet to an iron, which iron is located on the Western edge
of Interstate 85, thance along the right of way of Interstate 85 North
561151 East 361.3 feet to a right of way marker for Interstate 85,
thence continuing along the right of way of Interstate 85 North 56°
East 226.25 feet to a stake in Interstate 85 right of way, a common
corner for 1.85 and lands now or formerly owned by Adam Seaman.
thence along the line of now or formerly Adam Seaman North 84•
West 643 feet to a stake in the center of a farm road, thence along
the center line of said farm road South 47, 301 West 428,25 feet
to the Nortt eastern edge of the Ridgeway Road, the ace along said
road South 680 51 Fast 100 feet and South 611 151 East 50 feet to the
place of beginning, containing 4. 35 acres according to survey and
plat of W. Sturges Collins, 11. L. S. , March 18, 1980, and being a
part of the land conveyed by Adam Seaman to R. L, Eddins by deed
recorded in the office of the Register of Deeds of Warren County in
Book 224, page 402.
TO HAVE AND TO HOLD the above described land and premises, to-
gether with all privileges and appurtenances thereto belonging, to and unto

Appendix B
Supporting Calculations
Drainage Area 1:
NCDEQ Selection of Sediment Control Measure Spreadsheet
NCDEQ Skimmer Basin Sizing Spreadsheet
Drainage Basin 2:
NCDEQ Selection of Sediment Control Measure Spreadsheet

North Carolina DEMLR
Drainage Area 1
Selection of Sediment Control Measure
2.71 Total Drainage Area User entry
Do Not Use Temporary Sediment Trap Calculated Value
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
3.43 Disturbed Area (Acres)
18.36 Peak Flow from 10 -year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012

North Carolina DEMLR
Drainage Area 1
Skimmer Basin
Okay
3.43 Disturbed Area (Acres)
18.36 Peak Flow from 10 -year Storm (cfs)
6174 Required Volume ft3
5967 Required Surface Area ft2
54.6 Suggested Width ft
109.2 Suggested Length ft
64 Trial Top Width at Spillway Invert ft
130 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
3.5 Trial Depth ft (2 to 3.5 feet above grade)
50 Bottom Width ft
116 Bottom Length ft
5800 Bottom Area ft2
24596 Actual Volume ft3 Okay
8320 Actual Surface Area ft2 Okay
11 Trial Weir Length ft
1.5 Trial Depth of Flow ft
60.6 Spillway Capacity cfs Okay
1.5 Skimmer Size (inches)
Skimmer Size
0.125 Head on Skimmer (feet)
(Inches)
1.5 Orifice Size (1/4 inch increments)
1.5
3.36 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8

North Carolina DEMLR
Drainage Area 2
Selection of Sediment Control Measure
0.8 Total Drainage Area User entry
Okay Temporary Sediment Trap Calculated Value
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
0.51 Disturbed Area (Acres)
3.75 Peak Flow from 10 -year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012

Appendix C
NRCS Soil Survey Map

m
744780
36° 2728" N �
Soil Map—Warren County, North Carolina
(Warren county Site)
744820 744860 744900 744940 744980
{
d�
rr °
Soil Map may not be valid at this seFal
36° 27'19'N
744780 744820 744860 744900 744940 744980
3
Map Scale: 1:1,770 if printed on A landscape (11" x 8.5") sheet.
N Meters
0 25 50100 150
Feet
0 50 100 200 300
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UfM Zone 17N WGS84
usDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
74WM 745060 745100
I 1 1
745020 745060 745100
745140
36° 27'29'N
R
a
36° 2719" N
745140
3
5/11/2017
Page 1 of 3

MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Spoil Area
The soil surveys that comprise your AOI were mapped at
Soil Map Unit Polygons
IC �.
Soil Map Unit Lines
0
Soil Map Unit Points
Special
Point Features
Very Stony Spot
Blowout
Warning: Soil Map may not be valid at this scale.
Borrow Pit
Wet Spot
Clay Spot
Enlargement of maps beyond the scale of mapping can cause
Closed Depression
Gravel Pit
„
Gravelly Spot
Other
Landfill
line placement. The maps do not show the small areas of
Lava Flow
Special Line Features
Marsh or swamp
contrasting soils that could have been shown at a more detailed
Mine or Quarry
Miscellaneous Water
scale.
Perennial Water
IV
Rock Outcrop
Saline Spot
Please rely on the bar scale on each map sheet for map
Sandy Spot
#
Severely Eroded Spot
Transportation
Sinkhole
Slide or Slip
oa
Sodic Spot
Soil Map—Warren County, North Carolina
(Warren county Site)
MAP INFORMATION
USDA Natural Resources Web Soil Survey 5/11/2017
�iiiill Conservation Service National Cooperative Soil Survey Page 2 of 3
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
(
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Other
line placement. The maps do not show the small areas of
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
�..r
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Warren County, North Carolina
Survey Area Data: Version 13, Sep 20, 2016
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: May 10, 2010—Apr
4, 2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 5/11/2017
�iiiill Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map—Warren County, North Carolina
Map Unit Legend
Warren county Site
Warren County, North Carolina (NC185)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
PpB2
Pacolet sandy clay loam, 2 to 8
percent slopes, moderately
eroded
4.9
100.0%
Totals for Area of Interest
4.9
100.0%
USDA Natural Resources Web Soil Survey 5/11/2017
Conservation Service National Cooperative Soil Survey Page 3 of 3

Appendix D
Erosion and Sedimentation Control Plan Preliminary Review Checklist

EROSION and SEDIMENTATION CONTROL PLAN PRELIMINARY REVIEW CHECKLIST
The following items shall be incorporated with respect to specific site conditions, in an erosion & sedimentation control plan:
NPDES Construction Stormwater General Permit NCG010000
_X_ Designation on the plans where the 7 or 14 day ground stabilization requirements apply per Section II.6.2 of the permit.
X Design of basins with one acre or more of drainage area for surface withdrawal as per Section II.6.4 of the permit.
LOCATION INFORMATION
X_ Project location & labeled vicinity map (roads, streets, landmarks)
X North arrow and scale
_X_ Identify River Basin.
_X_ Provide a copy of site located on applicable USGS quadrangle
and NRCS Soils maps if it is in a River Basin with Riparian Buffer
requirements.
GENERAL SITE FEATURES (Plan elements)
X Property lines & ownership ID for adjoining properties
X_ Existing contours (topographic lines)
_X_ Proposed contours
_X_ Limits of disturbed area (provide acreage total, delineate limits,
and label). Be sure to include all access to measures, lots that will
be disturbed, and utilities that may extend offsite.
X Planned and existing building locations and elevations
X Planned & existing road locations & elevations, including
temporary access roads
_X_ Lot and/or building numbers
Hydrogeologic features: rock outcrops, seeps, springs, wetland
and their limits, streams, lakes, ponds, dams, etc. (include all
required local or state buffer zones and any DWQ Riparian Buffer
determinations)
_NA_ Easements and drainageways, particularly required for offsite
affected areas. Include copies of any recorded easements and/or
agreements with adjoining property owners.
X Profiles of streets, utilities, ditch lines, etc.
_XStockpiled topsoil or subsoil locations
_NA__ If the same person conducts the land -disturbing activity & any
related borrow or waste activity, the related borrow or waste
activity shall constitute part of the land -disturbing activity unless
the borrow or waste activity is regulated under the Mining Act of
1971, or is a landfill regulated by the Division of Waste
Management. If the land -disturbing activity and any related
borrow or waste activity are not conducted by the same person,
they shall be considered separate land -disturbing activities and
must be permitted either through the Sedimentation Pollution
Control Act as a one -use borrow site or through the Mining Act.
_NA_ Location and details associated with any onsite stone crushing or
other processing of material excavated. If the affected area
associated with excavation, processing, stockpiles and transport
of such materials will comprise 1 or more acres, and materials will
be leaving the development tract, a mining permit will be required.
_NA_ Required Army Corps 404 permit and Water Quality 401
certification (e.g. stream disturbances over 150 linear feet)
EROSION & SEDIMENT CONTROL MEASURES (on plan)
_X_ Legend (provide appropriate symbols for all measures and
reference them to the construction details)
X_ Location of temporary measures
_X_ Location of permanent measures
_X_ Construction drawings and details for
temporary and permanent measures. Show measures to scale on
plan and include proposed contours where necessary. Ensure
design storage requirements are maintained through all phases of
construction.
_X_ Maintenance requirements for measures
_X_ Contact person responsible for maintenance
SITE DRAINAGE FEATURES
_X_ Existing and planned drainage patterns (include off-site areas that
drain through project and address temporary and permanent
conveyance of stormwater over graded slopes)
_X_ Method used to determine acreage of land being disturbed and
drainage areas to all proposed measures (e.g. delineation map)
X Size, pipe material and location of culverts and sewers
X_ Soil information: type, special characteristics
X Soil information below culvert storm outlets
_X_ Name and classification of receiving water course or name of
municipal operator (only where stormwater discharges are to
occur) Acreage
STORMWATER CALCULATIONS
X Pre -construction runoff calculations for each outlet from the site (at
peak discharge points). Be sure to provide all supporting data for
the computation methods used (rainfall data for required storm
events, time of concentration/storm duration, and runoff
coefficients).
X Design calculations for peak discharges of runoff (including the
construction phase & the final runoff coefficients for the site)
X Design calcs for culverts and storm sewers (include HW, TW and
outlet velocities)
X Discharge and velocity calculations for open channel and ditch
flows (easement & rights-of-way)
_NA_ Design calcs for cross sections and method of stabilization for
existing and planned channels (include temporary linings). Include
appropriate permissible velocity and/or shear stress data.
_X_ Design calcs and construction details for energy dissipaters below
culvert and storm sewer outlets (include stone/material specs &
apron dimensions). Avoid discharges on fill slopes.
_X_ Design calcs and dimension of sediment basins (note current
surface area and dewatering standards as well as diversion of
runoff to the basins). Be sure that all surface drains, including
ditches and berms, will have positive drainage to the basins.
VEGETATIVE STABILIZATION
X Area & acreage to be stabilized with vegetation
X Method of soil preparation
X Seed type & rates (temporary & permanent)
_X_ Fertilizer type and rates
_X Mulch type and rates (include mulch anchoring methods to be
used)
NOTE: Plan should include provisions for groundcover in accordance with
NPDES Construction Stormwater General Permit NCG010000
and permanent groundcover for all disturbed areas within 15
working days or 90 calendar days (whichever is shorter) following
completion of construction or development.
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
_X_ Completed, signed & notarized FR/O Form
_X Accurate application fee payable to NCDENR ($65.00 per acre
rounded up the next acre with no ceiling amount)
NA_ Certificate of assumed name, if the owner is a partnership
_X Name of Registered Agent (if applicable)
_X Copy of the most current Deed for the site. Please make sure the
deed(s) and ownership information are consistent between the
plan sheets, local records and this form.
X Provide latitude & longitude (in decimal degrees) at the project
entrance.
NOTE: For the Express Permitting Option, inquire at the local Regional
Office for availability.
NARRATIVE AND CONSTRUCTION SEQUENCE
X Narrative describing the nature & purpose of the construction
activity
_X_ Construction sequence related to erosion and sediment control
(including installation of critical measures prior to the initiation of
the land -disturbing activity & removal of measures after areas they
serve are permanently stabilized). Address all phases of
construction and necessary practices associated with temporary
stream bypasses and/or crossings.
_NA_ Bid specifications related only to erosion control
rev. 12182012

Appendix E
Hydrological Analysis
Drainage Area 1 Predevelopment
Drainage Area 1 Post -development
Drainage Area 2 Predevelopment
Drainage Area 2 Post -development
Culvert Pipe Hydrology

Drainage Area 1
Predevelopment
Post -Development

Drainage Basin 1
Subcat Reach on Link

Basin 1 Predevelopment Type 1124 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Drainage Basin 1
Runoff = 3.22 cfs @ 12.04 hrs, Volume= 0.201 af, Depth= 0.80"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 yr 24 hr Rainfall=3.50"
Area (sf) CN Description
106,850
61 >75% Grass cover, Good, HSG B
24,136
86 Fallow, bare soil, HSG B
130,986
66 Weighted Average
130,986
100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
7.3 100
0.0280
0.23
Sheet Flow, Sheet flow
Range n=0.130 P2=3.50"
3.6 250
0.0280
1.17
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fos
10.9 350 Total
Subcatchment 1S: Drainage Basin 1
Hydrograph
i 1 I l l i i I l l i l i i I i i I I I
I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I ❑Runoff
322 cfs
+ + i- I- I- 1- 1- I- 1- 1 -Type -H 24-h r
3 1 1 � Irl �41Ilr RlaJnf III'—J 5 I
I I I I 1 1 1 1 1 1 1 1 1 1 1 1 11tv1 1 1l1a �� 1
1 1 1 1 1 1 I I 1 1 1 I Runoff Are1a="1301986 tf
1 1 1 1 1 1 I 1 1 1 I`, I 1 1 1 1 1 1 1 1
Vfollurm
1 1 1 1 Runoffs e=0.201 of
N 2 �I I I I I 1 1 1 1 1 1 ------------------
� � I I I --
I I 1 I r
Run'
loff 1 1 ae�hIl_b. +
1
0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Rlbw I L6 hgth-3510
I 1 11 1 11 11 1 1 1 I 1 1 I Imo�++ l i l l l l l
I I I I I I I I I 1 1 1 1 1 1 Slope=0.0280IT
1 -1 T T 7 7 7 T T T T 1- F F I- I- 1 -1 -1` n-7
1 1 1 M=66
I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Basin 1 Predevelopment Type 11 24 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Pace 3
Hydrograph for Subcatchment 1S: Drainage Basin 1
Time Precip. Excess Runoff
lours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.04
0.00
0.00
2.00
0.08
0.00
0.00
3.00
0.12
0.00
0.00
4.00
0.17
0.00
0.00
5.00
0.22
0.00
0.00
6.00
0.28
0.00
0.00
7.00
0.35
0.00
0.00
8.00
0.42
0.00
0.00
9.00
0.51
0.00
0.00
10.00
0.63
0.00
0.00
11.00
0.82
0.00
0.00
12.00
2.32
0.26
2.88
13.00
2.70
0.41
0.31
14.00
2.87
0.48
0.19
15.00
2.99
0.54
0.16
16.00
3.08
0.58
0.12
17.00
3.16
0.62
0.11
18.00
3.22
0.65
0.10
19.00
3.28
0.68
0.09
20.00
3.33
0.71
0.07
21.00
3.38
0.73
0.07
22.00
3.42
0.76
0.07
23.00
3.46
0.78
0.07
24.00
3.50
0.80
0.06
25.00
3.50
0.80
0.00
26.00
3.50
0.80
0.00
27.00
3.50
0.80
0.00
28.00
3.50
0.80
0.00
29.00
3.50
0.80
0.00
30.00
3.50
0.80
0.00
31.00
3.50
0.80
0.00
32.00
3.50
0.80
0.00
33.00
3.50
0.80
0.00
34.00
3.50
0.80
0.00
35.00
3.50
0.80
0.00
36.00
3.50
0.80
0.00
37.00
3.50
0.80
0.00
38.00
3.50
0.80
0.00
39.00
3.50
0.80
0.00
40.00
3.50
0.80
0.00
41.00
3.50
0.80
0.00
42.00
3.50
0.80
0.00
43.00
3.50
0.80
0.00
44.00
3.50
0.80
0.00
45.00
3.50
0.80
0.00
46.00
3.50
0.80
0.00
47.00
3.50
0.80
0.00
48.00
3.50
0.80
0.00
49.00
3.50
0.80
0.00
50.00
3.50
0.80
0.00
51.00
3.50
0.80
0.00
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
52.00
3.50
0.80
0.00
53.00
3.50
0.80
0.00
54.00
3.50
0.80
0.00
55.00
3.50
0.80
0.00
56.00
3.50
0.80
0.00
57.00
3.50
0.80
0.00
58.00
3.50
0.80
0.00
59.00
3.50
0.80
0.00
60.00
3.50
0.80
0.00
61.00
3.50
0.80
0.00
62.00
3.50
0.80
0.00
63.00
3.50
0.80
0.00
64.00
3.50
0.80
0.00
65.00
3.50
0.80
0.00
66.00
3.50
0.80
0.00
67.00
3.50
0.80
0.00
68.00
3.50
0.80
0.00
69.00
3.50
0.80
0.00
70.00
3.50
0.80
0.00
71.00
3.50
0.80
0.00
72.00
3.50
0.80
0.00

Basin 1 Predevelopment Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Pa ece44
Summary for Subcatchment 1S: Drainage Basin 1
Runoff = 9.74 cfs @ 12.03 hrs, Volume= 0.556 af, Depth= 2.22"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 yr 24 hr Rainfall=5.70"
Area (sf) CN Description
106,850
61 >75% Grass cover, Good, HSG B
24,136
86 Fallow, bare soil, HSG B
130,986
66 Weighted Average
130,986
100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
7.3 100
0.0280
0.23
Sheet Flow, Sheet flow
Range n=0.130 P2=3.50"
3.6 250
0.0280
1.17
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fos
10.9 350 Total
Subcatchment 1S: Drainage Basin 1
Hydrograph
I III_ _I I I I I I i 1 1 1 1 1 1 1 1 IIIIIIII ii II I ■Runoff
10 9.74 ds
Ty1pe-11-12-4-hr -
- d-�ir'12� if1J� i rr�lf ��1yy� -41- 7 -
8 I Runoff, Aam=1 30,986 Sf
f I ---------------------
7-'I 1
1 1 1 1 1 1 1 1kulno # Volume=0' ' I If
6 _� _� _ 1 1 ;Runoff Deiptl=2'22'
0 5- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 F11ow L�ength>=350
LL
_ gf�
-
-� —I —I —I —1 -1-1-t rt 7 T T r r r r- r- r I— I— Tc='1 V..7 I I 11n
3-
2-
0
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Basin 1 Predevelopment Type 11 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Pace 5
Hydrograph for Subcatchment 1S: Drainage Basin 1
Time Precip. Excess Runoff
lours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.06
0.00
0.00
2.00
0.13
0.00
0.00
3.00
0.20
0.00
0.00
4.00
0.27
0.00
0.00
5.00
0.36
0.00
0.00
6.00
0.46
0.00
0.00
7.00
0.56
0.00
0.00
8.00
0.68
0.00
0.00
9.00
0.84
0.00
0.00
10.00
1.03
0.00
0.00
11.00
1.34
0.02
0.10
12.00
3.78
0.96
9.24
13.00
4.40
1.33
0.76
14.00
4.67
1.51
0.46
15.00
4.86
1.64
0.36
16.00
5.02
1.74
0.28
17.00
5.14
1.82
0.25
18.00
5.25
1.90
0.22
19.00
5.35
1.97
0.19
20.00
5.43
2.02
0.16
21.00
5.50
2.08
0.15
22.00
5.57
2.13
0.15
23.00
5.64
2.17
0.14
24.00
5.70
2.22
0.14
25.00
5.70
2.22
0.00
26.00
5.70
2.22
0.00
27.00
5.70
2.22
0.00
28.00
5.70
2.22
0.00
29.00
5.70
2.22
0.00
30.00
5.70
2.22
0.00
31.00
5.70
2.22
0.00
32.00
5.70
2.22
0.00
33.00
5.70
2.22
0.00
34.00
5.70
2.22
0.00
35.00
5.70
2.22
0.00
36.00
5.70
2.22
0.00
37.00
5.70
2.22
0.00
38.00
5.70
2.22
0.00
39.00
5.70
2.22
0.00
40.00
5.70
2.22
0.00
41.00
5.70
2.22
0.00
42.00
5.70
2.22
0.00
43.00
5.70
2.22
0.00
44.00
5.70
2.22
0.00
45.00
5.70
2.22
0.00
46.00
5.70
2.22
0.00
47.00
5.70
2.22
0.00
48.00
5.70
2.22
0.00
49.00
5.70
2.22
0.00
50.00
5.70
2.22
0.00
51.00
5.70
2.22
0.00
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
52.00
5.70
2.22
0.00
53.00
5.70
2.22
0.00
54.00
5.70
2.22
0.00
55.00
5.70
2.22
0.00
56.00
5.70
2.22
0.00
57.00
5.70
2.22
0.00
58.00
5.70
2.22
0.00
59.00
5.70
2.22
0.00
60.00
5.70
2.22
0.00
61.00
5.70
2.22
0.00
62.00
5.70
2.22
0.00
63.00
5.70
2.22
0.00
64.00
5.70
2.22
0.00
65.00
5.70
2.22
0.00
66.00
5.70
2.22
0.00
67.00
5.70
2.22
0.00
68.00
5.70
2.22
0.00
69.00
5.70
2.22
0.00
70.00
5.70
2.22
0.00
71.00
5.70
2.22
0.00
72.00
5.70
2.22
0.00

Drainag
Basin 1
A
Skimmer Basin
Subcat Reach on Link
2S
Drainage Basin A
By -Pass

Basin 1 Post Development Type 1124 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Drainage Basin 1
Runoff = 11.01 cfs @ 12.02 hrs, Volume= 0.686 af, Depth= 3.05"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 yr 24 hr Rainfall=3.50"
Area (sf) CN Description
108,499
96 Gravel surface, HSG B
8,303
98 Water Surface, HSG B
960
100 Concrete slab foundation for plant
117,762
96 Weighted Average
108,499
92.13% Pervious Area
9,263
7.87% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
7.1 100
0.0300
0.23
Sheet Flow, Sheet flow
Range n=0.130 P2=3.50"
3.7 772
0.0300
3.52
Shallow Concentrated Flow, Shallow Concentrated Flow
Paved Kv= 20.3 fps
10.8 872 Total
Subcatchment 1S: Drainage Basin 1
Hydrograph
12 l l l l l l 1 1 l l 1 1
I I_ I_ 1_ (Type II Q4 -hr
10 ' -1-1 -1 -1 -1 -1 + + + tri �41,-hlr_ ;Rap all -3.;50 ,
9' I I M M I Rbadff Atea�=-1117 762 tI
8 ? I I I
I I— 1 1 1 1-1-A-4 4 4 - RUrwff-V-OhjM=01686- of
7 11 11- 11 11 11 TTTT-r I T11 I 11"e h�- 110, ,i
_0 6 I I I I I 1 1 II —FIDW IL1eh-0 16721
I�lope-0:0 0^-I'/1
4
3
-I-I-1--I-I-I-I-I-4-4-444+4-4-4-4-1-1-1-1-1-1-C-N-46
2-
1 - 1 1 -I -I I 1 1 7 T 1 1 1 F 1-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

Basin 1 Post Development Type 11 24 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Pace 3
Hydrograph for Subcatchment 1S: Drainage Basin 1
Time Precip. Excess Runoff
lours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.04
0.00
0.00
2.00
0.08
0.00
0.00
3.00
0.12
0.00
0.02
4.00
0.17
0.01
0.04
5.00
0.22
0.03
0.06
6.00
0.28
0.06
0.09
7.00
0.35
0.10
0.11
8.00
0.42
0.15
0.14
9.00
0.51
0.22
0.22
10.00
0.63
0.31
0.29
11.00
0.82
0.47
0.54
12.00
2.32
1.89
10.90
13.00
2.70
2.26
0.65
14.00
2.87
2.42
0.38
15.00
2.99
2.54
0.29
16.00
3.08
2.63
0.23
17.00
3.16
2.71
0.20
18.00
3.22
2.77
0.17
19.00
3.28
2.83
0.15
20.00
3.33
2.88
0.13
21.00
3.38
2.92
0.12
22.00
3.42
2.97
0.11
23.00
3.46
3.01
0.11
24.00
3.50
3.05
0.10
25.00
3.50
3.05
0.00
26.00
3.50
3.05
0.00
27.00
3.50
3.05
0.00
28.00
3.50
3.05
0.00
29.00
3.50
3.05
0.00
30.00
3.50
3.05
0.00
31.00
3.50
3.05
0.00
32.00
3.50
3.05
0.00
33.00
3.50
3.05
0.00
34.00
3.50
3.05
0.00
35.00
3.50
3.05
0.00
36.00
3.50
3.05
0.00
37.00
3.50
3.05
0.00
38.00
3.50
3.05
0.00
39.00
3.50
3.05
0.00
40.00
3.50
3.05
0.00
41.00
3.50
3.05
0.00
42.00
3.50
3.05
0.00
43.00
3.50
3.05
0.00
44.00
3.50
3.05
0.00
45.00
3.50
3.05
0.00
46.00
3.50
3.05
0.00
47.00
3.50
3.05
0.00
48.00
3.50
3.05
0.00
49.00
3.50
3.05
0.00
50.00
3.50
3.05
0.00
51.00
3.50
3.05
0.00
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
52.00
3.50
3.05
0.00
53.00
3.50
3.05
0.00
54.00
3.50
3.05
0.00
55.00
3.50
3.05
0.00
56.00
3.50
3.05
0.00
57.00
3.50
3.05
0.00
58.00
3.50
3.05
0.00
59.00
3.50
3.05
0.00
60.00
3.50
3.05
0.00
61.00
3.50
3.05
0.00
62.00
3.50
3.05
0.00
63.00
3.50
3.05
0.00
64.00
3.50
3.05
0.00
65.00
3.50
3.05
0.00
66.00
3.50
3.05
0.00
67.00
3.50
3.05
0.00
68.00
3.50
3.05
0.00
69.00
3.50
3.05
0.00
70.00
3.50
3.05
0.00
71.00
3.50
3.05
0.00
72.00
3.50
3.05
0.00

Basin 1 Post Development Type 1124 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Pace 4
Summary for Subcatchment 2S: Drainage Basin A By -Pass
Runoff = 1.93 cfs @ 12.11 hrs, Volume= 0.137 af, Depth= 1.86"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 yr 24 hr Rainfall=3.50"
Area (sf) CN Description
19,288
96 Gravel surface, HSG B
19,288
69 50-75% Grass cover, Fair, HSG B
38,576
83 Weighted Average
38,576
100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
18.0 100 0.0100 0.09 Sheet Flow, Sheet flow off the site
Grass: Dense n= 0.240 P2= 3.50"
Subcatchment 2S: Drainage Basin A By -Pass
Hydrograph
1 1 1_ L L L L I_ I_ I_I_.I_.I _.I _.I J J J J. I
2 1.93 cfs I I I I I I I I I
1 (Type III 24 -hr
1 1 1 1 1 1 1 1 1 2 yr11 �411Ilr Rainllfall-3.5�'I
1 1 1 1 1 —
Runoff Area=�38,576 sf
V I I I I I I I I I I I I I I I I I I I I I I I I i i i
I 1 1 I I I 1 Runoff l Volurne=0.137 of
-i-L-L1 _L_LLLL "un' Ifaei4h' 1.00
0 1 1 1 1 1 1 1 1 1 1 1 1 FIOW'Lehg*h110107
LL
1 1 1 1 1 1 1 1 Slope=0.01'001'1
1 1 1 1 1 I I I I I I Tc' m�p
I l l l l l l l l l l l l l l l l l l l l r 18.0 . I n
1 1 1 1 1 1 1 M=83
1 1 1 1 1 1 I I 1 1 1 1 I 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

Basin 1 Post Development Type 11 24 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Pace 5
Hydrograph for Subcatchment 2S: Drainage Basin A By -Pass
Time Precip. Excess Runoff
lours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.04
0.00
0.00
2.00
0.08
0.00
0.00
3.00
0.12
0.00
0.00
4.00
0.17
0.00
0.00
5.00
0.22
0.00
0.00
6.00
0.28
0.00
0.00
7.00
0.35
0.00
0.00
8.00
0.42
0.00
0.00
9.00
0.51
0.01
0.01
10.00
0.63
0.02
0.02
11.00
0.82
0.07
0.05
12.00
2.32
0.92
1.42
13.00
2.70
1.21
0.18
14.00
2.87
1.34
0.11
15.00
2.99
1.44
0.08
16.00
3.08
1.51
0.06
17.00
3.16
1.57
0.05
18.00
3.22
1.63
0.05
19.00
3.28
1.68
0.04
20.00
3.33
1.72
0.04
21.00
3.38
1.76
0.03
22.00
3.42
1.79
0.03
23.00
3.46
1.83
0.03
24.00
3.50
1.86
0.03
25.00
3.50
1.86
0.00
26.00
3.50
1.86
0.00
27.00
3.50
1.86
0.00
28.00
3.50
1.86
0.00
29.00
3.50
1.86
0.00
30.00
3.50
1.86
0.00
31.00
3.50
1.86
0.00
32.00
3.50
1.86
0.00
33.00
3.50
1.86
0.00
34.00
3.50
1.86
0.00
35.00
3.50
1.86
0.00
36.00
3.50
1.86
0.00
37.00
3.50
1.86
0.00
38.00
3.50
1.86
0.00
39.00
3.50
1.86
0.00
40.00
3.50
1.86
0.00
41.00
3.50
1.86
0.00
42.00
3.50
1.86
0.00
43.00
3.50
1.86
0.00
44.00
3.50
1.86
0.00
45.00
3.50
1.86
0.00
46.00
3.50
1.86
0.00
47.00
3.50
1.86
0.00
48.00
3.50
1.86
0.00
49.00
3.50
1.86
0.00
50.00
3.50
1.86
0.00
51.00
3.50
1.86
0.00
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
52.00
3.50
1.86
0.00
53.00
3.50
1.86
0.00
54.00
3.50
1.86
0.00
55.00
3.50
1.86
0.00
56.00
3.50
1.86
0.00
57.00
3.50
1.86
0.00
58.00
3.50
1.86
0.00
59.00
3.50
1.86
0.00
60.00
3.50
1.86
0.00
61.00
3.50
1.86
0.00
62.00
3.50
1.86
0.00
63.00
3.50
1.86
0.00
64.00
3.50
1.86
0.00
65.00
3.50
1.86
0.00
66.00
3.50
1.86
0.00
67.00
3.50
1.86
0.00
68.00
3.50
1.86
0.00
69.00
3.50
1.86
0.00
70.00
3.50
1.86
0.00
71.00
3.50
1.86
0.00
72.00
3.50
1.86
0.00

Basin 1 Post Development Type 1124 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Page 6
Summary for Pond 1 P: Skimmer Basin
Inflow Area =
2.703 ac,
7.87% Impervious,
Inflow Depth = 3.05" for 2 yr 24 hr event
Inflow =
11.01 cfs @
12.02 hrs,
Volume=
0.686 of
Outflow =
0.22 cfs @
16.09 hrs,
Volume=
0.216 af, Atten= 98%, Lag= 244.4 min
Primary =
0.02 cfs @
11.85 hrs,
Volume=
0.120 of
Secondary =
0.20 cfs @
16.09 hrs,
Volume=
0.095 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 333.53' @ 16.09 hrs Surf -Area= 8,329 sf Storage= 24,846 cf
Plug -Flow detention time= 1,283.4 min calculated for 0.216 of (31 % of inflow)
Center -of -Mass det. time= 1,128.7 min ( 1,901.1 - 772.4 )
Volume
Invert Avail.Storage Storage
Description
#1
330.00'
37,907 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
330.00
5,799
0
0
331.00
6,474
6,137
6,137
332.00
7,179
6,827
12,963
333.00
7,924
7,552
20,515
333.50
8,303
4,057
24,571
334.00
8,690
4,248
28,820
335.00
9,485
9,088
37,907
Device Routinq Invert Outlet Devices
#1 Secondary 333.50' 11.0' long x 8.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64
2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74
#2 Primary 330.50' 0.024 cfs Constant Flow/Skimmer Phase -In= 0.75'
Primary OutFlow Max=0.02 cfs @ 11.85 hrs HW=331.32' (Free Discharge)
L2=Constant Flow/Skimmer (Constant Controls 0.02 cfs)
Secondary OutFlow Max=0.16 cfs @ 16.09 hrs HW=333.53' (Free Discharge)
't1=Broad-Crested Rectangular Weir (Weir Controls 0.16 cfs @ 0.44 fps)

Basin 1 Post Development Type 1124 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Pacie 7
Pond 1P: Skimmer Basin
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
335
334
m 333
m
c
0
w 332
331
330
0
Pond 1P: Skimmer Basin
Stage -Discharge
5 10 15 20 25 30
Discharge (cfs)
35 40 45 50
Total
❑ Primary
❑ Secondary
Hydrograph
I -171LI 1 1L Li 1 1-41 1 11_�_LI 1 71 L I-1 1
fi.oi cfs
I�filow
E Primary
El
12
�
,
1-1-1
-4 4 1-1
-1 7 +
(Area=I -J.01 IaCI
I I IIIp�-'
I�� � vI
11
-
pp�I
rI"I I" I' -7 i t
10-
1 1 7
1 T T T T 1-1
-1 7 T T_ I-
IStorliceJ214� 846-6f,
1-1 -I-4
-1-4441-1-1-4
�1-1-1-144
-1-1-1_r I -1-I
9
'I
,',
1 1 1 1 1
1 1 1 1 1 1 1
1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
8_/
--
m 7--/
-I -I rt I -
I -I t 1- r__I-I
-I rt t 1- I -
I -I -1 rt 1- r__I-I -I rt t 1- I - I -I
1-17 1
1 1-11LL1
1 17 LL L
1 1-11LL1 1L 7L L1 1 1
6
_-I
0
o
,
5
,I
117 111
1 11-7
111
11-7 111
4
3
2
022 cfs
1 -
0.02 cfs.
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
335
334
m 333
m
c
0
w 332
331
330
0
Pond 1P: Skimmer Basin
Stage -Discharge
5 10 15 20 25 30
Discharge (cfs)
35 40 45 50
Total
❑ Primary
❑ Secondary

Basin 1 Post Development Type 11 24 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 8
Pond 1 P: Skimmer Basin
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq -ft)
500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000
Storage (cubic -feet)
❑ Surface
❑ Storage

Basin 1 Post Development Type 11 24 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 9
Hydrograph for Pond 1 P: Skimmer Basin
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
330.00
0.00
0.00
0.00
2.50
0.00
2
330.00
0.00
0.00
0.00
5.00
0.06
295
330.05
0.00
0.00
0.00
7.50
0.13
1,148
330.20
0.00
0.00
0.00
10.00
0.29
2,895
330.49
0.00
0.00
0.00
12.50
1.18
20,195
332.96
0.02
0.02
0.00
15.00
0.29
24,427
333.48
0.02
0.02
0.00
17.50
0.19
24,808
333.53
0.19
0.02
0.17
20.00
0.13
24,726
333.52
0.14
0.02
0.11
22.50
0.11
24,696
333.51
0.11
0.02
0.09
25.00
0.00
24,550
333.50
0.02
0.02
0.00
27.50
0.00
24,334
333.47
0.02
0.02
0.00
30.00
0.00
24,118
333.45
0.02
0.02
0.00
32.50
0.00
23,902
333.42
0.02
0.02
0.00
35.00
0.00
23,686
333.39
0.02
0.02
0.00
37.50
0.00
23,470
333.37
0.02
0.02
0.00
40.00
0.00
23,254
333.34
0.02
0.02
0.00
42.50
0.00
23,038
333.31
0.02
0.02
0.00
45.00
0.00
22,822
333.29
0.02
0.02
0.00
47.50
0.00
22,606
333.26
0.02
0.02
0.00
50.00
0.00
22,390
333.23
0.02
0.02
0.00
52.50
0.00
22,174
333.21
0.02
0.02
0.00
55.00
0.00
21,958
333.18
0.02
0.02
0.00
57.50
0.00
21,742
333.15
0.02
0.02
0.00
60.00
0.00
21,526
333.13
0.02
0.02
0.00
62.50
0.00
21,310
333.10
0.02
0.02
0.00
65.00
0.00
21,094
333.07
0.02
0.02
0.00
67.50
0.00
20,878
333.05
0.02
0.02
0.00
70.00
0.00
20,662
333.02
0.02
0.02
0.00

Basin 1 Post Development Type 11 24 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 10
Stage -Discharge for Pond 1 P: Skimmer Basin
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
330.00
0.00
0.00
0.00
330.05
0.00
0.00
0.00
330.10
0.00
0.00
0.00
330.15
0.00
0.00
0.00
330.20
0.00
0.00
0.00
330.25
0.00
0.00
0.00
330.30
0.00
0.00
0.00
330.35
0.00
0.00
0.00
330.40
0.00
0.00
0.00
330.45
0.00
0.00
0.00
330.50
0.00
0.00
0.00
330.55
0.00
0.00
0.00
330.60
0.00
0.00
0.00
330.65
0.00
0.00
0.00
330.70
0.01
0.01
0.00
330.75
0.01
0.01
0.00
330.80
0.01
0.01
0.00
330.85
0.01
0.01
0.00
330.90
0.01
0.01
0.00
330.95
0.01
0.01
0.00
331.00
0.02
0.02
0.00
331.05
0.02
0.02
0.00
331.10
0.02
0.02
0.00
331.15
0.02
0.02
0.00
331.20
0.02
0.02
0.00
331.25
0.02
0.02
0.00
331.30
0.02
0.02
0.00
331.35
0.02
0.02
0.00
331.40
0.02
0.02
0.00
331.45
0.02
0.02
0.00
331.50
0.02
0.02
0.00
331.55
0.02
0.02
0.00
331.60
0.02
0.02
0.00
331.65
0.02
0.02
0.00
331.70
0.02
0.02
0.00
331.75
0.02
0.02
0.00
331.80
0.02
0.02
0.00
331.85
0.02
0.02
0.00
331.90
0.02
0.02
0.00
331.95
0.02
0.02
0.00
332.00
0.02
0.02
0.00
332.05
0.02
0.02
0.00
332.10
0.02
0.02
0.00
332.15
0.02
0.02
0.00
332.20
0.02
0.02
0.00
332.25
0.02
0.02
0.00
332.30
0.02
0.02
0.00
332.35
0.02
0.02
0.00
332.40
0.02
0.02
0.00
332.45
0.02
0.02
0.00
332.50
0.02
0.02
0.00
332.55
0.02
0.02
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
332.60
0.02
0.02
0.00
332.65
0.02
0.02
0.00
332.70
0.02
0.02
0.00
332.75
0.02
0.02
0.00
332.80
0.02
0.02
0.00
332.85
0.02
0.02
0.00
332.90
0.02
0.02
0.00
332.95
0.02
0.02
0.00
333.00
0.02
0.02
0.00
333.05
0.02
0.02
0.00
333.10
0.02
0.02
0.00
333.15
0.02
0.02
0.00
333.20
0.02
0.02
0.00
333.25
0.02
0.02
0.00
333.30
0.02
0.02
0.00
333.35
0.02
0.02
0.00
333.40
0.02
0.02
0.00
333.45
0.02
0.02
0.00
333.50
0.02
0.02
0.00
333.55
0.32
0.02
0.30
333.60
0.87
0.02
0.85
333.65
1.58
0.02
1.55
333.70
2.41
0.02
2.39
333.75
3.40
0.02
3.38
333.80
4.52
0.02
4.49
333.85
5.75
0.02
5.72
333.90
7.09
0.02
7.07
333.95
8.59
0.02
8.57
334.00
10.21
0.02
10.19
334.05
11.96
0.02
11.93
334.10
13.83
0.02
13.80
334.15
15.57
0.02
15.55
334.20
17.39
0.02
17.36
334.25
19.26
0.02
19.24
334.30
21.20
0.02
21.17
334.35
23.19
0.02
23.17
334.40
25.24
0.02
25.22
334.45
27.35
0.02
27.32
334.50
29.50
0.02
29.48
334.55
31.74
0.02
31.72
334.60
34.03
0.02
34.01
334.65
36.38
0.02
36.36
334.70
38.78
0.02
38.75
334.75
41.15
0.02
41.12
334.80
43.56
0.02
43.53
334.85
46.01
0.02
45.98
334.90
48.49
0.02
48.47
334.95
51.02
0.02
50.99
335.00
53.58
0.02
53.55

Basin 1 Post Development Type 11 24 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 11
Stage -Area -Storage for Pond 1 P: Skimmer Basin
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
330.00
5,799
0
330.05
5,833
291
330.10
5,867
583
330.15
5,900
877
330.20
5,934
1,173
330.25
5,968
1,471
330.30
6,002
1,770
330.35
6,035
2,071
330.40
6,069
2,374
330.45
6,103
2,678
330.50
6,137
2,984
330.55
6,170
3,292
330.60
6,204
3,601
330.65
6,238
3,912
330.70
6,271
4,225
330.75
6,305
4,539
330.80
6,339
4,855
330.85
6,373
5,173
330.90
6,406
5,492
330.95
6,440
5,814
331.00
6,474
6,137
331.05
6,509
6,461
331.10
6,545
6,787
331.15
6,580
7,116
331.20
6,615
7,445
331.25
6,650
7,777
331.30
6,686
8,110
331.35
6,721
8,446
331.40
6,756
8,782
331.45
6,791
9,121
331.50
6,827
9,462
331.55
6,862
9,804
331.60
6,897
10,148
331.65
6,932
10,494
331.70
6,967
10,841
331.75
7,003
11,190
331.80
7,038
11,541
331.85
7,073
11,894
331.90
7,108
12,249
331.95
7,144
12,605
332.00
7,179
12,963
332.05
7,216
13,323
332.10
7,254
13,685
332.15
7,291
14,048
332.20
7,328
14,414
332.25
7,365
14,781
332.30
7,403
15,150
332.35
7,440
15,521
332.40
7,477
15,894
332.45
7,514
16,269
332.50
7,552
16,646
332.55
7,589
17,024
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
332.60
7,626
17,405
332.65
7,663
17,787
332.70
7,700
18,171
332.75
7,738
18,557
332.80
7,775
18,945
332.85
7,812
19,334
332.90
7,849
19,726
332.95
7,887
20,119
333.00
7,924
20,515
333.05
7,962
20,912
333.10
8,000
21,311
333.15
8,038
21,712
333.20
8,076
22,114
333.25
8,114
22,519
333.30
8,151
22,926
333.35
8,189
23,334
333.40
8,227
23,745
333.45
8,265
24,157
333.50
8,303
24,571
333.55
8,342
24,987
333.60
8,380
25,405
333.65
8,419
25,825
333.70
8,458
26,247
333.75
8,497
26,671
333.80
8,535
27,097
333.85
8,574
27,525
333.90
8,613
27,954
333.95
8,651
28,386
334.00
8,690
28,820
334.05
8,730
29,255
334.10
8,770
29,692
334.15
8,809
30,132
334.20
8,849
30,573
334.25
8,889
31,017
334.30
8,929
31,462
334.35
8,968
31,910
334.40
9,008
32,359
334.45
9,048
32,810
334.50
9,088
33,264
334.55
9,127
33,719
334.60
9,167
34,177
334.65
9,207
34,636
334.70
9,246
35,097
334.75
9,286
35,561
334.80
9,326
36,026
334.85
9,366
36,493
334.90
9,405
36,962
334.95
9,445
37,434
335.00
9,485
37,907

Basin 1 Post Development Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Paqe 12
Summary for Subcatchment 1S: Drainage Basin 1
Runoff = 18.36 cfs @ 12.02 hrs, Volume= 1.178 af, Depth= 5.23"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 yr 24 hr Rainfall=5.70"
Area (sf) CN Description
108,499
96 Gravel surface, HSG B
8,303
98 Water Surface, HSG B
960
100 Concrete slab foundation for plant
117,762
96 Weighted Average
108,499
92.13% Pervious Area
9,263
7.87% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
7.1 100
0.0300
0.23
Sheet Flow, Sheet flow
17
16
Range n=0.130 P2=3.50"
3.7 772
0.0300
3.52
Shallow Concentrated Flow, Shallow Concentrated Flow
15
Paved Kv= 20.3 fps
10.8 872 Total
Subcatchment 1S: Drainage Basin 1
Hydrograph
LI_I_I_1_1_I_I_I_I_i
_ L L
20
L I 11
1 1 1L-1-1ALLLLLLLLLLI I I I 1 1 1 1 1 1L
■Runoff
19I—
18:/
8.36 cfs
-1-4 -4 -4 4 4- 4-h
Type -112 -4 --hr
17
16
1 1�-4444 t0l��rL4rrA016Wi17�
t + - —-
15
-i -1 -1 + +fii- punoff1-Area=♦7,762-S#
14
13 -
L
- -
rt rt rt 1 t r-rfi — 1
-I —1 -1-1-1 -r F urnOff �/ol�um� 1l.1l7 � -
r 1-
rt rt rt rt 1
12
11 '
F 1-11_
F
11 T T T R�adf�p�i-i.p11�
ig
__
_�
1 7 7 1 T T I FIIow Len h=872
io
8
I— I— I—
—I —I —I —I r i
7
6
- - - -
Ie'1=
- - - - - - - - - - - - - - - - - - - - - - -—
1 - %].li d
1 1 1 TSl
5iL
1 1— 1_
4
2'
L 1_ 1_ 1-1
—1 —1 -1 -1 1 1 1 L L L L L L L I_ I_ I_I_1_1_1_1 _I —1 J
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Basin 1 Post Development Type 1124 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 13
Hydrograph for Subcatchment 1S: Drainage Basin 1
Time Precip. Excess Runoff
lours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.06
0.00
0.00
2.00
0.13
0.00
0.02
3.00
0.20
0.02
0.07
4.00
0.27
0.06
0.11
5.00
0.36
0.11
0.15
6.00
0.46
0.18
0.19
7.00
0.56
0.26
0.24
8.00
0.68
0.35
0.28
9.00
0.84
0.49
0.41
10.00
1.03
0.66
0.52
11.00
1.34
0.94
0.95
12.00
3.78
3.32
18.18
13.00
4.40
3.94
1.07
14.00
4.67
4.21
0.62
15.00
4.86
4.40
0.48
16.00
5.02
4.55
0.37
17.00
5.14
4.67
0.32
18.00
5.25
4.78
0.28
19.00
5.35
4.88
0.25
20.00
5.43
4.96
0.21
21.00
5.50
5.03
0.19
22.00
5.57
5.10
0.19
23.00
5.64
5.16
0.18
24.00
5.70
5.23
0.17
25.00
5.70
5.23
0.00
26.00
5.70
5.23
0.00
27.00
5.70
5.23
0.00
28.00
5.70
5.23
0.00
29.00
5.70
5.23
0.00
30.00
5.70
5.23
0.00
31.00
5.70
5.23
0.00
32.00
5.70
5.23
0.00
33.00
5.70
5.23
0.00
34.00
5.70
5.23
0.00
35.00
5.70
5.23
0.00
36.00
5.70
5.23
0.00
37.00
5.70
5.23
0.00
38.00
5.70
5.23
0.00
39.00
5.70
5.23
0.00
40.00
5.70
5.23
0.00
41.00
5.70
5.23
0.00
42.00
5.70
5.23
0.00
43.00
5.70
5.23
0.00
44.00
5.70
5.23
0.00
45.00
5.70
5.23
0.00
46.00
5.70
5.23
0.00
47.00
5.70
5.23
0.00
48.00
5.70
5.23
0.00
49.00
5.70
5.23
0.00
50.00
5.70
5.23
0.00
51.00
5.70
5.23
0.00
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
52.00
5.70
5.23
0.00
53.00
5.70
5.23
0.00
54.00
5.70
5.23
0.00
55.00
5.70
5.23
0.00
56.00
5.70
5.23
0.00
57.00
5.70
5.23
0.00
58.00
5.70
5.23
0.00
59.00
5.70
5.23
0.00
60.00
5.70
5.23
0.00
61.00
5.70
5.23
0.00
62.00
5.70
5.23
0.00
63.00
5.70
5.23
0.00
64.00
5.70
5.23
0.00
65.00
5.70
5.23
0.00
66.00
5.70
5.23
0.00
67.00
5.70
5.23
0.00
68.00
5.70
5.23
0.00
69.00
5.70
5.23
0.00
70.00
5.70
5.23
0.00
71.00
5.70
5.23
0.00
72.00
5.70
5.23
0.00

Basin 1 Post Development Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Paqe 14
Summary for Subcatchment 2S: Drainage Basin A By -Pass
Runoff = 3.92 cfs @ 12.10 hrs, Volume= 0.281 af, Depth= 3.81"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 yr 24 hr Rainfall=5.70"
Area (sf) CN Description
19,288
96 Gravel surface, HSG B
19,288
69 50-75% Grass cover, Fair, HSG B
38,576
83 Weighted Average
38,576
100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
18.0 100 0.0100 0.09 Sheet Flow, Sheet flow off the site
Grass: Dense n= 0.240 P2= 3.50"
Subcatchment 2S: Drainage Basin A By -Pass
Hydrograph
4 i 3.9z cfs
Type II 24 -hr
101 Yr �4 hr A inW1=5170,+
r -I --t -t -r I t t t Runoff Area=38,576-sf
3
RulnOff Volume:4.281 ;aj
Runoff Ddpf H= 181
0 2 I- -I -I -I -I -I - I- (Flow leingth-100
$100e1 -0.01011Q 11�/i
Tc=18.0 min
1 I � l7 -I 7 7 7 T T T T TF F 1 I I 1-1 I I I-1 -1 7 -7
I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

Basin 1 Post Development Type 1124 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 15
Hydrograph for Subcatchment 2S: Drainage Basin A By -Pass
Time Precip. Excess Runoff
lours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.06
0.00
0.00
2.00
0.13
0.00
0.00
3.00
0.20
0.00
0.00
4.00
0.27
0.00
0.00
5.00
0.36
0.00
0.00
6.00
0.46
0.00
0.00
7.00
0.56
0.01
0.01
8.00
0.68
0.03
0.02
9.00
0.84
0.07
0.04
10.00
1.03
0.14
0.07
11.00
1.34
0.29
0.15
12.00
3.78
2.10
3.00
13.00
4.40
2.64
0.34
14.00
4.67
2.88
0.19
15.00
4.86
3.05
0.15
16.00
5.02
3.19
0.11
17.00
5.14
3.30
0.10
18.00
5.25
3.40
0.09
19.00
5.35
3.49
0.08
20.00
5.43
3.56
0.06
21.00
5.50
3.63
0.06
22.00
5.57
3.69
0.06
23.00
5.64
3.75
0.05
24.00
5.70
3.81
0.05
25.00
5.70
3.81
0.00
26.00
5.70
3.81
0.00
27.00
5.70
3.81
0.00
28.00
5.70
3.81
0.00
29.00
5.70
3.81
0.00
30.00
5.70
3.81
0.00
31.00
5.70
3.81
0.00
32.00
5.70
3.81
0.00
33.00
5.70
3.81
0.00
34.00
5.70
3.81
0.00
35.00
5.70
3.81
0.00
36.00
5.70
3.81
0.00
37.00
5.70
3.81
0.00
38.00
5.70
3.81
0.00
39.00
5.70
3.81
0.00
40.00
5.70
3.81
0.00
41.00
5.70
3.81
0.00
42.00
5.70
3.81
0.00
43.00
5.70
3.81
0.00
44.00
5.70
3.81
0.00
45.00
5.70
3.81
0.00
46.00
5.70
3.81
0.00
47.00
5.70
3.81
0.00
48.00
5.70
3.81
0.00
49.00
5.70
3.81
0.00
50.00
5.70
3.81
0.00
51.00
5.70
3.81
0.00
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
52.00
5.70
3.81
0.00
53.00
5.70
3.81
0.00
54.00
5.70
3.81
0.00
55.00
5.70
3.81
0.00
56.00
5.70
3.81
0.00
57.00
5.70
3.81
0.00
58.00
5.70
3.81
0.00
59.00
5.70
3.81
0.00
60.00
5.70
3.81
0.00
61.00
5.70
3.81
0.00
62.00
5.70
3.81
0.00
63.00
5.70
3.81
0.00
64.00
5.70
3.81
0.00
65.00
5.70
3.81
0.00
66.00
5.70
3.81
0.00
67.00
5.70
3.81
0.00
68.00
5.70
3.81
0.00
69.00
5.70
3.81
0.00
70.00
5.70
3.81
0.00
71.00
5.70
3.81
0.00
72.00
5.70
3.81
0.00

Basin 1 Post Development Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Paqe 16
Summary for Pond 1 P: Skimmer Basin
Inflow Area =
2.703 ac,
7.87% Impervious,
Inflow Depth = 5.23" for 10 yr 24 hr event
Inflow =
18.36 cfs @
12.02 hrs,
Volume=
1.178 of
Outflow =
8.74 cfs @
12.16 hrs,
Volume=
0.707 af, Atten= 52%, Lag= 8.9 min
Primary =
0.02 cfs @
10.80 hrs,
Volume=
0.124 of
Secondary =
8.72 cfs @
12.16 hrs,
Volume=
0.583 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 333.96' @ 12.16 hrs Surf.Area= 8,655 sf Storage= 28,430 cf
Plug -Flow detention time= 503.4 min calculated for 0.707 of (60% of inflow)
Center -of -Mass det. time= 397.2 min ( 1,157.1 - 760.0 )
Volume
Invert Avail.Storage Storage
Description
#1
330.00'
37,907 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
330.00
5,799
0
0
331.00
6,474
6,137
6,137
332.00
7,179
6,827
12,963
333.00
7,924
7,552
20,515
333.50
8,303
4,057
24,571
334.00
8,690
4,248
28,820
335.00
9,485
9,088
37,907
Device Routinq Invert Outlet Devices
#1 Secondary 333.50' 11.0' long x 8.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64
2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74
#2 Primary 330.50' 0.024 cfs Constant Flow/Skimmer Phase -In= 0.75'
Primary OutFlow Max=0.02 cfs @ 10.80 hrs HW=331.27' (Free Discharge)
L2=Constant Flow/Skimmer (Constant Controls 0.02 cfs)
Secondary OutFlow Max=8.44 cfs @ 12.16 hrs HW=333.95' (Free Discharge)
't1=Broad-Crested Rectangular Weir (Weir Controls 8.44 cfs @ 1.72 fps)

Basin 1 Post Development Type 1124 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 17
m
m
c
0
.9
m
W
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond 1 P: Skimmer Basin
Stage -Discharge
0 5 10 15 20 25 30 35 40 45 50
Discharge (cfs)
® Inflow
© Outflow
EPrimary
❑ Secondary
CI Total
❑ Primary
❑ Secondary
Pond 1 P: Skimmer Basin
Hydrograph
1 —1_t 1 l-1
1 1_J 1i
1 1-i 1 i
I i11 1I 1 _t 11I I I
/
1-1 --1 4 1 1
1-1 1 1 11
1 1 4 1 1
1 11 1 1 11 1 1 4 1 11 1 1
18.36 cis
-
-1
rt/�
-I f16W
/
T I-1
I T hhi
I/"F� �+F�+-�F�I� 10c1
20
19
/ /
,
/
/-I-I
1 1 1 1
'
18
/,
--I-I-I
L -I
-I - T - -1
17
/,
/ '
1-1 -I - 1-1-1-4
4 4 1-1
-1 4 + ♦ 1-ISLV1"
t 221&43011
16
,-I-Irt
--I�rt1
�I--Irttt--I�rtt'f---I�t-I-I
15
'//
/I
1 1 I T
I 1 1 I
1 1 1 T 1 1
14
/ /,
/
-
II
III
13
/I
-VIII
-III
12
/,/j
1 1-874ofs
11 1111
1 1A LI
1 1 1-11 1 1A 1 11 1
11
//
I-1 11
-1-1 _- i- -I-1-1
-1 I-
+ -I-I
0 10
8.72 cfs
1_1 7 r r- 1
I rt T r 1
1_1 _1 7_r r- 1 I rt rt r- l 1_1
E 9
'
/I
8
7
,/
/
_I
I1 1 11 1-11
1 L 1
1 11 1 1 1 11 1 1 1 1 111
6
i ,
'
-I -- 1- 1-1
- -1 J- 1-1-1
- 4 1- 1-1 --� -4 1-1-1
5
1--I-I
t t -
I -I t fi- -I -I-I
4
3
2
0
1
m
m
c
0
.9
m
W
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond 1 P: Skimmer Basin
Stage -Discharge
0 5 10 15 20 25 30 35 40 45 50
Discharge (cfs)
® Inflow
© Outflow
EPrimary
❑ Secondary
CI Total
❑ Primary
❑ Secondary

Basin 1 Post Development Type 11 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 18
Pond 1 P: Skimmer Basin
Stage -Area -Storage
Surface/Horizontal/Wetted Area (sq -ft)
500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000
Storage (cubic -feet)
❑ Surface
❑ Storage

Basin 1 Post Development Type 1124 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 19
Hydrograph for Pond 1 P: Skimmer Basin
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
330.00
0.00
0.00
0.00
2.50
0.05
87
330.01
0.00
0.00
0.00
5.00
0.15
985
330.17
0.00
0.00
0.00
7.50
0.26
2,830
330.47
0.00
0.00
0.00
10.00
0.52
6,083
330.99
0.02
0.02
0.00
12.50
1.95
26,425
333.72
2.83
0.02
2.81
15.00
0.48
25,127
333.57
0.51
0.02
0.48
17.50
0.30
24,977
333.55
0.32
0.02
0.29
20.00
0.21
24,847
333.53
0.22
0.02
0.20
22.50
0.18
24,797
333.53
0.19
0.02
0.16
25.00
0.00
24,566
333.50
0.02
0.02
0.00
27.50
0.00
24,350
333.47
0.02
0.02
0.00
30.00
0.00
24,134
333.45
0.02
0.02
0.00
32.50
0.00
23,918
333.42
0.02
0.02
0.00
35.00
0.00
23,702
333.39
0.02
0.02
0.00
37.50
0.00
23,486
333.37
0.02
0.02
0.00
40.00
0.00
23,270
333.34
0.02
0.02
0.00
42.50
0.00
23,054
333.32
0.02
0.02
0.00
45.00
0.00
22,838
333.29
0.02
0.02
0.00
47.50
0.00
22,622
333.26
0.02
0.02
0.00
50.00
0.00
22,406
333.24
0.02
0.02
0.00
52.50
0.00
22,190
333.21
0.02
0.02
0.00
55.00
0.00
21,974
333.18
0.02
0.02
0.00
57.50
0.00
21,758
333.16
0.02
0.02
0.00
60.00
0.00
21,542
333.13
0.02
0.02
0.00
62.50
0.00
21,326
333.10
0.02
0.02
0.00
65.00
0.00
21,110
333.07
0.02
0.02
0.00
67.50
0.00
20,894
333.05
0.02
0.02
0.00
70.00
0.00
20,678
333.02
0.02
0.02
0.00

Basin 1 Post Development Type 11 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 20
Stage -Discharge for Pond 1 P: Skimmer Basin
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
330.00
0.00
0.00
0.00
330.05
0.00
0.00
0.00
330.10
0.00
0.00
0.00
330.15
0.00
0.00
0.00
330.20
0.00
0.00
0.00
330.25
0.00
0.00
0.00
330.30
0.00
0.00
0.00
330.35
0.00
0.00
0.00
330.40
0.00
0.00
0.00
330.45
0.00
0.00
0.00
330.50
0.00
0.00
0.00
330.55
0.00
0.00
0.00
330.60
0.00
0.00
0.00
330.65
0.00
0.00
0.00
330.70
0.01
0.01
0.00
330.75
0.01
0.01
0.00
330.80
0.01
0.01
0.00
330.85
0.01
0.01
0.00
330.90
0.01
0.01
0.00
330.95
0.01
0.01
0.00
331.00
0.02
0.02
0.00
331.05
0.02
0.02
0.00
331.10
0.02
0.02
0.00
331.15
0.02
0.02
0.00
331.20
0.02
0.02
0.00
331.25
0.02
0.02
0.00
331.30
0.02
0.02
0.00
331.35
0.02
0.02
0.00
331.40
0.02
0.02
0.00
331.45
0.02
0.02
0.00
331.50
0.02
0.02
0.00
331.55
0.02
0.02
0.00
331.60
0.02
0.02
0.00
331.65
0.02
0.02
0.00
331.70
0.02
0.02
0.00
331.75
0.02
0.02
0.00
331.80
0.02
0.02
0.00
331.85
0.02
0.02
0.00
331.90
0.02
0.02
0.00
331.95
0.02
0.02
0.00
332.00
0.02
0.02
0.00
332.05
0.02
0.02
0.00
332.10
0.02
0.02
0.00
332.15
0.02
0.02
0.00
332.20
0.02
0.02
0.00
332.25
0.02
0.02
0.00
332.30
0.02
0.02
0.00
332.35
0.02
0.02
0.00
332.40
0.02
0.02
0.00
332.45
0.02
0.02
0.00
332.50
0.02
0.02
0.00
332.55
0.02
0.02
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
332.60
0.02
0.02
0.00
332.65
0.02
0.02
0.00
332.70
0.02
0.02
0.00
332.75
0.02
0.02
0.00
332.80
0.02
0.02
0.00
332.85
0.02
0.02
0.00
332.90
0.02
0.02
0.00
332.95
0.02
0.02
0.00
333.00
0.02
0.02
0.00
333.05
0.02
0.02
0.00
333.10
0.02
0.02
0.00
333.15
0.02
0.02
0.00
333.20
0.02
0.02
0.00
333.25
0.02
0.02
0.00
333.30
0.02
0.02
0.00
333.35
0.02
0.02
0.00
333.40
0.02
0.02
0.00
333.45
0.02
0.02
0.00
333.50
0.02
0.02
0.00
333.55
0.32
0.02
0.30
333.60
0.87
0.02
0.85
333.65
1.58
0.02
1.55
333.70
2.41
0.02
2.39
333.75
3.40
0.02
3.38
333.80
4.52
0.02
4.49
333.85
5.75
0.02
5.72
333.90
7.09
0.02
7.07
333.95
8.59
0.02
8.57
334.00
10.21
0.02
10.19
334.05
11.96
0.02
11.93
334.10
13.83
0.02
13.80
334.15
15.57
0.02
15.55
334.20
17.39
0.02
17.36
334.25
19.26
0.02
19.24
334.30
21.20
0.02
21.17
334.35
23.19
0.02
23.17
334.40
25.24
0.02
25.22
334.45
27.35
0.02
27.32
334.50
29.50
0.02
29.48
334.55
31.74
0.02
31.72
334.60
34.03
0.02
34.01
334.65
36.38
0.02
36.36
334.70
38.78
0.02
38.75
334.75
41.15
0.02
41.12
334.80
43.56
0.02
43.53
334.85
46.01
0.02
45.98
334.90
48.49
0.02
48.47
334.95
51.02
0.02
50.99
335.00
53.58
0.02
53.55

Basin 1 Post Development Type 1124 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 21
Stage -Area -Storage for Pond 1 P: Skimmer Basin
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
330.00
5,799
0
330.05
5,833
291
330.10
5,867
583
330.15
5,900
877
330.20
5,934
1,173
330.25
5,968
1,471
330.30
6,002
1,770
330.35
6,035
2,071
330.40
6,069
2,374
330.45
6,103
2,678
330.50
6,137
2,984
330.55
6,170
3,292
330.60
6,204
3,601
330.65
6,238
3,912
330.70
6,271
4,225
330.75
6,305
4,539
330.80
6,339
4,855
330.85
6,373
5,173
330.90
6,406
5,492
330.95
6,440
5,814
331.00
6,474
6,137
331.05
6,509
6,461
331.10
6,545
6,787
331.15
6,580
7,116
331.20
6,615
7,445
331.25
6,650
7,777
331.30
6,686
8,110
331.35
6,721
8,446
331.40
6,756
8,782
331.45
6,791
9,121
331.50
6,827
9,462
331.55
6,862
9,804
331.60
6,897
10,148
331.65
6,932
10,494
331.70
6,967
10,841
331.75
7,003
11,190
331.80
7,038
11,541
331.85
7,073
11,894
331.90
7,108
12,249
331.95
7,144
12,605
332.00
7,179
12,963
332.05
7,216
13,323
332.10
7,254
13,685
332.15
7,291
14,048
332.20
7,328
14,414
332.25
7,365
14,781
332.30
7,403
15,150
332.35
7,440
15,521
332.40
7,477
15,894
332.45
7,514
16,269
332.50
7,552
16,646
332.55
7,589
17,024
Elevation
Surface
Storage
(feet)
(sq -ft)
(cubic -feet)
332.60
7,626
17,405
332.65
7,663
17,787
332.70
7,700
18,171
332.75
7,738
18,557
332.80
7,775
18,945
332.85
7,812
19,334
332.90
7,849
19,726
332.95
7,887
20,119
333.00
7,924
20,515
333.05
7,962
20,912
333.10
8,000
21,311
333.15
8,038
21,712
333.20
8,076
22,114
333.25
8,114
22,519
333.30
8,151
22,926
333.35
8,189
23,334
333.40
8,227
23,745
333.45
8,265
24,157
333.50
8,303
24,571
333.55
8,342
24,987
333.60
8,380
25,405
333.65
8,419
25,825
333.70
8,458
26,247
333.75
8,497
26,671
333.80
8,535
27,097
333.85
8,574
27,525
333.90
8,613
27,954
333.95
8,651
28,386
334.00
8,690
28,820
334.05
8,730
29,255
334.10
8,770
29,692
334.15
8,809
30,132
334.20
8,849
30,573
334.25
8,889
31,017
334.30
8,929
31,462
334.35
8,968
31,910
334.40
9,008
32,359
334.45
9,048
32,810
334.50
9,088
33,264
334.55
9,127
33,719
334.60
9,167
34,177
334.65
9,207
34,636
334.70
9,246
35,097
334.75
9,286
35,561
334.80
9,326
36,026
334.85
9,366
36,493
334.90
9,405
36,962
334.95
9,445
37,434
335.00
9,485
37,907

Drainage Area 2
Predevelopment
Post -development

Drainage Area 2 Predevelpment
Subcat Reach on Link

Basin 2 Predevelopment Type 1124 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Drainage Area 2 - Predevelpment
Runoff = 0.58 cfs @ 12.67 hrs, Volume= 0.102 af, Depth> 0.48"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 yr 24 hr Rainfall=3.50"
Area (sf) CN Description
6,634
55 Woods, Good, HSG B
103,937
61 >75% Grass cover, Good, HSG B
110,571
61 Weighted Average
110,571
100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
52.9 200
0.0300
0.06
Sheet Flow, Sheet Flow
Woods: Dense underbrush n= 0.800 P2= 3.50"
2.1 321
0.0300
2.60
Shallow Concentrated Flow, Shallow concentrated Flow - Pasture
Grassed Waterwav Kv= 15.0 fps
55.0 521 Total
Subcatchment 1S: Drainage Area 2 - Predevelpment
Hydrograph
I i
J _ 1 _ _ _ I— _ L _ _ _ _I _ _ _ _ _ _ J _ _ ❑Runoff
0.6 I I 1ots I
0.55 Type -11 -11 -24 --hr- - —1 - - 1 -
0.5 2 yr 2#-hrlRainf-ail-3-,"50"I
0.45 RUrvol Area -010-1,M Sf — —1 — — 1— — — 7 —
0.4 Runoff V©lume=0.102 Elf
0.35 Rl�noff- - ,PthL>0.48" -
0 0.3
LL Flow Lengthy521'
1 I I I i i
0.25 Shope=0.0300_'P 1 -I
0.2 T 1=55.0 mir>� 11- - i -
0.15
EN -61 L
0.1
0.05
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Basin 2 Predevelopment Type 11 24 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Pace 3
Hydrograph for Subcatchment 1 S: Drainage Area 2 - Predevelpment
Time Precip. Excess Runoff
tours)
(inches)
(inches)
(cfs)
5.00
0.22
0.00
0.00
5.25
0.23
0.00
0.00
5.50
0.25
0.00
0.00
5.75
0.26
0.00
0.00
6.00
0.28
0.00
0.00
6.25
0.30
0.00
0.00
6.50
0.31
0.00
0.00
6.75
0.33
0.00
0.00
7.00
0.35
0.00
0.00
7.25
0.36
0.00
0.00
7.50
0.38
0.00
0.00
7.75
0.40
0.00
0.00
8.00
0.42
0.00
0.00
8.25
0.44
0.00
0.00
8.50
0.46
0.00
0.00
8.75
0.49
0.00
0.00
9.00
0.51
0.00
0.00
9.25
0.54
0.00
0.00
9.50
0.57
0.00
0.00
9.75
0.60
0.00
0.00
10.00
0.63
0.00
0.00
10.25
0.67
0.00
0.00
10.50
0.71
0.00
0.00
10.75
0.76
0.00
0.00
11.00
0.82
0.00
0.00
11.25
0.90
0.00
0.00
11.50
0.99
0.00
0.00
11.75
1.35
0.00
0.00
12.00
2.32
0.15
0.02
12.25
2.47
0.19
0.21
12.50
2.57
0.22
0.51
12.75
2.64
0.24
0.57
13.00
2.70
0.26
0.45
13.25
2.75
0.28
0.34
13.50
2.80
0.29
0.27
13.75
2.84
0.30
0.22
14.00
2.87
0.32
0.19
14.25
2.90
0.33
0.16
14.50
2.93
0.34
0.15
14.75
2.96
0.35
0.13
15.00
2.99
0.36
0.12
15.25
3.01
0.37
0.11
15.50
3.04
0.38
0.11
15.75
3.06
0.39
0.10
16.00
3.08
0.40
0.10
16.25
3.10
0.40
0.09
16.50
3.12
0.41
0.09
16.75
3.14
0.42
0.08
17.00
3.16
0.43
0.08
17.25
3.17
0.43
0.08
17.50
3.19
0.44
0.08
17.75
3.21
0.45
0.07
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
18.00
3.22
0.45
0.07
18.25
3.24
0.46
0.07
18.50
3.25
0.47
0.07
18.75
3.27
0.47
0.07
19.00
3.28
0.48
0.07
19.25
3.30
0.48
0.06
19.50
3.31
0.49
0.06
19.75
3.32
0.49
0.06
20.00
3.33
0.50
0.06

Basin 2 Predevelopment Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Pa ece44
Summary for Subcatchment 1S: Drainage Area 2 - Predevelpment
Runoff = 2.38 cfs @ 12.61 hrs, Volume= 0.336 af, Depth> 1.59"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 yr 24 hr Rainfall=5.70"
Area (sf) CN Description
6,634
55 Woods, Good, HSG B
103,937
61 >75% Grass cover, Good, HSG B
110,571
61 Weighted Average
110,571
100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
52.9 200
0.0300
0.06
Sheet Flow, Sheet Flow
Woods: Dense underbrush n= 0.800 P2= 3.50"
2.1 321
0.0300
2.60
Shallow Concentrated Flow, Shallow concentrated Flow - Pasture
Grassed Waterwav Kv= 15.0 fps
55.0 521 Total
Subcatchment 1S: Drainage Area 2 - Predevelpment
Hydrograph
I f I I
I I [
Type II 24�hr
10; yr 24 h� Rainfa�1-5,170"
2 Runoff Area=110,571 sf
Runoff Voljume=01,336, of
Runoff Depth>1.59"
Flow Length -521'1 I
LL
1- Slope_0.0000 ; /'
Tc=55.0 min
CN -61 I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

Basin 2 Predevelopment Type 11 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Pace 5
Hydrograph for Subcatchment 1 S: Drainage Area 2 - Predevelpment
Time Precip. Excess Runoff
tours)
(inches)
(inches)
(cfs)
5.00
0.36
0.00
0.00
5.25
0.38
0.00
0.00
5.50
0.41
0.00
0.00
5.75
0.43
0.00
0.00
6.00
0.46
0.00
0.00
6.25
0.48
0.00
0.00
6.50
0.51
0.00
0.00
6.75
0.54
0.00
0.00
7.00
0.56
0.00
0.00
7.25
0.59
0.00
0.00
7.50
0.62
0.00
0.00
7.75
0.65
0.00
0.00
8.00
0.68
0.00
0.00
8.25
0.72
0.00
0.00
8.50
0.75
0.00
0.00
8.75
0.79
0.00
0.00
9.00
0.84
0.00
0.00
9.25
0.88
0.00
0.00
9.50
0.93
0.00
0.00
9.75
0.98
0.00
0.00
10.00
1.03
0.00
0.00
10.25
1.09
0.00
0.00
10.50
1.16
0.00
0.00
10.75
1.24
0.00
0.00
11.00
1.34
0.00
0.00
11.25
1.46
0.00
0.00
11.50
1.61
0.02
0.01
11.75
2.21
0.12
0.04
12.00
3.78
0.70
0.27
12.25
4.02
0.83
1.25
12.50
4.19
0.91
2.29
12.75
4.30
0.97
2.23
13.00
4.40
1.02
1.59
13.25
4.48
1.07
1.13
13.50
4.55
1.11
0.84
13.75
4.62
1.15
0.66
14.00
4.67
1.18
0.53
14.25
4.73
1.21
0.45
14.50
4.77
1.24
0.39
14.75
4.82
1.26
0.35
15.00
4.86
1.29
0.32
15.25
4.91
1.31
0.30
15.50
4.95
1.34
0.28
15.75
4.98
1.36
0.26
16.00
5.02
1.38
0.25
16.25
5.05
1.40
0.24
16.50
5.08
1.42
0.22
16.75
5.11
1.44
0.21
17.00
5.14
1.45
0.20
17.25
5.17
1.47
0.20
17.50
5.20
1.49
0.19
17.75
5.22
1.51
0.19
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
18.00
5.25
1.52
0.18
18.25
5.27
1.54
0.17
18.50
5.30
1.55
0.17
18.75
5.32
1.57
0.16
19.00
5.35
1.58
0.16
19.25
5.37
1.59
0.15
19.50
5.39
1.61
0.15
19.75
5.41
1.62
0.14
20.00
5.43
1.63
0.14

Drainage Area 2 -
Post -development
Subcat Reach on Link

Basin 2 Post -Development Type 1124 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1 S: Drainage Area 2 - Post -development
Runoff = 1.21 cfs @ 12.33 hrs, Volume= 0.129 af, Depth> 0.74"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 yr 24 hr Rainfall=3.50"
Area (sf) CN Description
3,683
55 Woods, Good, HSG B
59,814
61 >75% Grass cover, Good, HSG B
16,062
96 Gravel surface, HSG B
10,784
61 >75% Grass cover, Good, HSG B
90,343 67 Weighted Average
90,343 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
30.4
100
0.0300
0.05
Sheet Flow, Sheet Flow - Woods
Woods: Dense underbrush n= 0.800 P2= 3.50"
1.8
274
0.0300
2.60
Shallow Concentrated Flow, Shallow concentrate flow - pasture
Grassed Waterway Kv= 15.0 fps
0.5
68
0.0100
2.36
1.85 Pipe Channel, Culvert under Access Drive
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.025 Corrugated metal
0.5
80
0.0300
2.60
Shallow Concentrated Flow, Shallow concentrated flow below pip
Grassed Waterwav Kv= 15.0 fps
33.2 522 Total

Basin 2 Post -Development Type 1124 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Page 3
Subcatchment 1S: Drainage Area 2 - Post -development
Hydrograph
I I II i II I ❑Runoff
I I I i.2i ods I I I I
Type II 24 -hr
2 yr-24,lhr OainfaU 3.50"
' Runoff Area=909343 sf
Runoff) Vollume=0.1129 of
Runoff Depth>0.74"
Flow Length=522'
Tc=33.2 min
CN=67
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Basin 2 Post -Development Type 11 24 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1 S: Drainage Area 2 - Post -development
Time Precip. Excess Runoff
tours)
(inches)
(inches)
(cfs)
5.00
0.22
0.00
0.00
5.25
0.23
0.00
0.00
5.50
0.25
0.00
0.00
5.75
0.26
0.00
0.00
6.00
0.28
0.00
0.00
6.25
0.30
0.00
0.00
6.50
0.31
0.00
0.00
6.75
0.33
0.00
0.00
7.00
0.35
0.00
0.00
7.25
0.36
0.00
0.00
7.50
0.38
0.00
0.00
7.75
0.40
0.00
0.00
8.00
0.42
0.00
0.00
8.25
0.44
0.00
0.00
8.50
0.46
0.00
0.00
8.75
0.49
0.00
0.00
9.00
0.51
0.00
0.00
9.25
0.54
0.00
0.00
9.50
0.57
0.00
0.00
9.75
0.60
0.00
0.00
10.00
0.63
0.00
0.00
10.25
0.67
0.00
0.00
10.50
0.71
0.00
0.00
10.75
0.76
0.00
0.00
11.00
0.82
0.00
0.00
11.25
0.90
0.00
0.00
11.50
0.99
0.00
0.00
11.75
1.35
0.03
0.01
12.00
2.32
0.28
0.25
12.25
2.47
0.34
1.14
12.50
2.57
0.39
0.97
12.75
2.64
0.42
0.56
13.00
2.70
0.44
0.37
13.25
2.75
0.47
0.27
13.50
2.80
0.49
0.22
13.75
2.84
0.51
0.19
14.00
2.87
0.52
0.16
14.25
2.90
0.54
0.15
14.50
2.93
0.55
0.13
14.75
2.96
0.57
0.13
15.00
2.99
0.58
0.12
15.25
3.01
0.59
0.11
15.50
3.04
0.60
0.11
15.75
3.06
0.61
0.10
16.00
3.08
0.63
0.10
16.25
3.10
0.64
0.09
16.50
3.12
0.65
0.09
16.75
3.14
0.65
0.08
17.00
3.16
0.66
0.08
17.25
3.17
0.67
0.08
17.50
3.19
0.68
0.08
17.75
3.21
0.69
0.08
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
18.00
3.22
0.70
0.07
18.25
3.24
0.71
0.07
18.50
3.25
0.72
0.07
18.75
3.27
0.72
0.07
19.00
3.28
0.73
0.07
19.25
3.30
0.74
0.06
19.50
3.31
0.74
0.06
19.75
3.32
0.75
0.06
20.00
3.33
0.76
0.06

Basin 2 Post -Development Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Pa ece55
Summary for Subcatchment 1 S: Drainage Area 2 - Post -development
Runoff = 3.75 cfs @ 12.30 hrs, Volume= 0.359 af, Depth> 2.08"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 yr 24 hr Rainfall=5.70"
Area (sf) CN Description
3,683
55 Woods, Good, HSG B
59,814
61 >75% Grass cover, Good, HSG B
16,062
96 Gravel surface, HSG B
10,784
61 >75% Grass cover, Good, HSG B
90,343 67 Weighted Average
90,343 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
30.4
100
0.0300
0.05
Sheet Flow, Sheet Flow - Woods
Woods: Dense underbrush n= 0.800 P2= 3.50"
1.8
274
0.0300
2.60
Shallow Concentrated Flow, Shallow concentrate flow - pasture
Grassed Waterway Kv= 15.0 fps
0.5
68
0.0100
2.36
1.85 Pipe Channel, Culvert under Access Drive
12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25'
n= 0.025 Corrugated metal
0.5
80
0.0300
2.60
Shallow Concentrated Flow, Shallow concentrated flow below pip
Grassed Waterwav Kv= 15.0 fps
33.2 522 Total

Basin 2 Post -Development Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Page 6
Subcatchment 1S: Drainage Area 2 - Post -development
Hydrograph
4 ❑Runoff
3.75 cfs
Type 11 24 -hr
10 yr 24 hrRainfall1_5.70"
3-/ Runoff Areal=90;343, sf
Runoff Volume -00359, of
Runoff Depth>2.08"
LL 2-/
Flow Length -522'
Tc -33.2 min
A
,I 0 U CN=67
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Basin 2 Post -Development Type 1124 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Pace 7
Hydrograph for Subcatchment 1 S: Drainage Area 2 - Post -development
Time Precip. Excess Runoff
tours)
(inches)
(inches)
(cfs)
5.00
0.36
0.00
0.00
5.25
0.38
0.00
0.00
5.50
0.41
0.00
0.00
5.75
0.43
0.00
0.00
6.00
0.46
0.00
0.00
6.25
0.48
0.00
0.00
6.50
0.51
0.00
0.00
6.75
0.54
0.00
0.00
7.00
0.56
0.00
0.00
7.25
0.59
0.00
0.00
7.50
0.62
0.00
0.00
7.75
0.65
0.00
0.00
8.00
0.68
0.00
0.00
8.25
0.72
0.00
0.00
8.50
0.75
0.00
0.00
8.75
0.79
0.00
0.00
9.00
0.84
0.00
0.00
9.25
0.88
0.00
0.00
9.50
0.93
0.00
0.00
9.75
0.98
0.00
0.00
10.00
1.03
0.00
0.00
10.25
1.09
0.00
0.00
10.50
1.16
0.01
0.01
10.75
1.24
0.01
0.02
11.00
1.34
0.02
0.05
11.25
1.46
0.04
0.08
11.50
1.61
0.07
0.12
11.75
2.21
0.24
0.25
12.00
3.78
1.01
1.27
12.25
4.02
1.16
3.67
12.50
4.19
1.26
2.78
12.75
4.30
1.34
1.51
13.00
4.40
1.40
0.93
13.25
4.48
1.45
0.66
13.50
4.55
1.50
0.52
13.75
4.62
1.54
0.44
14.00
4.67
1.58
0.38
14.25
4.73
1.61
0.34
14.50
4.77
1.65
0.31
14.75
4.82
1.68
0.29
15.00
4.86
1.71
0.27
15.25
4.91
1.74
0.26
15.50
4.95
1.77
0.25
15.75
4.98
1.79
0.23
16.00
5.02
1.81
0.22
16.25
5.05
1.84
0.21
16.50
5.08
1.86
0.20
16.75
5.11
1.88
0.19
17.00
5.14
1.90
0.18
17.25
5.17
1.92
0.18
17.50
5.20
1.94
0.17
17.75
5.22
1.96
0.17
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
18.00
5.25
1.98
0.16
18.25
5.27
2.00
0.16
18.50
5.30
2.01
0.15
18.75
5.32
2.03
0.15
19.00
5.35
2.05
0.14
19.25
5.37
2.06
0.14
19.50
5.39
2.08
0.13
19.75
5.41
2.09
0.13
20.00
5.43
2.11
0.12

Culvert Pipe Hydrology

Culvert 1 Drainage
ce
1P
Culvert 1
Area
Subcat Reach Pon Link
Culvert 2 Drainage
CB
2P
Culvert 2
Area

Warren Co culverts Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1 S: Culvert 1 Drainage Area
Runoff = 2.29 cfs @ 12.32 hrs, Volume= 0.228 af, Depth> 1.76"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 yr 24 hr Rainfall=5.70"
Area (sf) CN Description
3,683
55 Woods, Good, HSG B
59,814
61 >75% Grass cover, Good, HSG B
4,303
96 Gravel surface, HSG B
67,800
63 Weighted Average
67,800
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
30.4
100
0.0300
0.05
Sheet Flow, Sheet flow
Woods: Dense underbrush n= 0.800 P2= 3.50"
3.8
274
0.0300
1.21
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
34.2
374
Total
Subcatchment
1S: Culvert 1 Drainage Area
Hydrograph
I I I I I I ❑Runoff
2.29 cfs
I I I I Type IJ 24 -hr
2 - TOyr 241 -hr Rainfa111-5.70"
Runoff Area=671800 sf
Runoff Volume -01228 of
Runoff Depth,�1.76"
IF_ low Length -3,74'
1 - Slope -0.0300
I
Tc -34.2 m i n
CN=63
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Warren Co culverts Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Pace 3
Hydrograph for Subcatchment 1S: Culvert 1 Drainage Area
Time Precip. Excess Runoff
tours)
(inches)
(inches)
(cfs)
5.00
0.36
0.00
0.00
5.25
0.38
0.00
0.00
5.50
0.41
0.00
0.00
5.75
0.43
0.00
0.00
6.00
0.46
0.00
0.00
6.25
0.48
0.00
0.00
6.50
0.51
0.00
0.00
6.75
0.54
0.00
0.00
7.00
0.56
0.00
0.00
7.25
0.59
0.00
0.00
7.50
0.62
0.00
0.00
7.75
0.65
0.00
0.00
8.00
0.68
0.00
0.00
8.25
0.72
0.00
0.00
8.50
0.75
0.00
0.00
8.75
0.79
0.00
0.00
9.00
0.84
0.00
0.00
9.25
0.88
0.00
0.00
9.50
0.93
0.00
0.00
9.75
0.98
0.00
0.00
10.00
1.03
0.00
0.00
10.25
1.09
0.00
0.00
10.50
1.16
0.00
0.00
10.75
1.24
0.00
0.00
11.00
1.34
0.00
0.00
11.25
1.46
0.01
0.02
11.50
1.61
0.03
0.04
11.75
2.21
0.15
0.10
12.00
3.78
0.80
0.67
12.25
4.02
0.93
2.19
12.50
4.19
1.02
1.81
12.75
4.30
1.09
1.01
13.00
4.40
1.14
0.63
13.25
4.48
1.19
0.45
13.50
4.55
1.23
0.36
13.75
4.62
1.27
0.30
14.00
4.67
1.31
0.26
14.25
4.73
1.34
0.23
14.50
4.77
1.37
0.21
14.75
4.82
1.40
0.20
15.00
4.86
1.42
0.19
15.25
4.91
1.45
0.18
15.50
4.95
1.47
0.17
15.75
4.98
1.50
0.16
16.00
5.02
1.52
0.15
16.25
5.05
1.54
0.14
16.50
5.08
1.56
0.13
16.75
5.11
1.58
0.13
17.00
5.14
1.60
0.13
17.25
5.17
1.62
0.12
17.50
5.20
1.63
0.12
17.75
5.22
1.65
0.12
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
18.00
5.25
1.67
0.11
18.25
5.27
1.69
0.11
18.50
5.30
1.70
0.11
18.75
5.32
1.72
0.10
19.00
5.35
1.73
0.10
19.25
5.37
1.75
0.10
19.50
5.39
1.76
0.09
19.75
5.41
1.77
0.09
20.00
5.43
1.79
0.08

Warren Co culverts Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Pa ece44
Summary for Subcatchment 2S: Culvert 2 Drainage Area
Runoff = 4.41 cfs @ 11.98 hrs, Volume= 0.194 af, Depth> 1.94"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 yr 24 hr Rainfall=5.70"
Area (sf) CN Description
7,923
89 Paved roads w/open ditches, 50% imp, HSG B
44,249
61 >75% Grass cover, Good, HSG B
52,172
65 Weighted Average
48,211
92.41 % Pervious Area
3,962
7.59% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
6.3 806 0.0200 2.12 Shallow Concentrated Flow, Shallow concentrated flow
Grassed Waterway Kv= 15.0 fps
Subcatchment 2S: Culvert 2 Drainage Area
Hydrograph
4
I
I
3
_ I _
m
I
I
v
I
I
I I
_I _ _ I_ _ Tvpe 1111_24+hr
110 yr 24 hr 11Rai6fall11-5.�0"
Runoff Area=52;172sf
Runoff Volume -0.194 of
Runoff DepthA .94"
Flow Length -806'
Slope -0.0200 '/'
Tc -6.3 m i n
- CN -65
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

Warren Co culverts Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Pace 5
Hydrograph for Subcatchment 2S: Culvert 2 Drainage Area
Time Precip. Excess Runoff
tours)
(inches)
(inches)
(cfs)
5.00
0.36
0.00
0.00
5.25
0.38
0.00
0.00
5.50
0.41
0.00
0.00
5.75
0.43
0.00
0.00
6.00
0.46
0.00
0.00
6.25
0.48
0.00
0.00
6.50
0.51
0.00
0.00
6.75
0.54
0.00
0.00
7.00
0.56
0.00
0.00
7.25
0.59
0.00
0.00
7.50
0.62
0.00
0.00
7.75
0.65
0.00
0.00
8.00
0.68
0.00
0.00
8.25
0.72
0.00
0.00
8.50
0.75
0.00
0.00
8.75
0.79
0.00
0.00
9.00
0.84
0.00
0.00
9.25
0.88
0.00
0.00
9.50
0.93
0.00
0.00
9.75
0.98
0.00
0.00
10.00
1.03
0.00
0.00
10.25
1.09
0.00
0.00
10.50
1.16
0.00
0.01
10.75
1.24
0.01
0.02
11.00
1.34
0.01
0.04
11.25
1.46
0.03
0.07
11.50
1.61
0.05
0.12
11.75
2.21
0.20
0.83
12.00
3.78
0.90
4.30
12.25
4.02
1.04
0.68
12.50
4.19
1.14
0.45
12.75
4.30
1.21
0.33
13.00
4.40
1.27
0.28
13.25
4.48
1.32
0.24
13.50
4.55
1.36
0.22
13.75
4.62
1.40
0.19
14.00
4.67
1.44
0.17
14.25
4.73
1.47
0.16
14.50
4.77
1.51
0.15
14.75
4.82
1.54
0.15
15.00
4.86
1.56
0.14
15.25
4.91
1.59
0.13
15.50
4.95
1.62
0.12
15.75
4.98
1.64
0.12
16.00
5.02
1.66
0.11
16.25
5.05
1.69
0.10
16.50
5.08
1.71
0.10
16.75
5.11
1.73
0.10
17.00
5.14
1.75
0.10
17.25
5.17
1.77
0.09
17.50
5.20
1.79
0.09
17.75
5.22
1.80
0.09
Time Precip. Excess Runoff
hours)
(inches)
(inches)
(cfs)
18.00
5.25
1.82
0.09
18.25
5.27
1.84
0.08
18.50
5.30
1.86
0.08
18.75
5.32
1.87
0.08
19.00
5.35
1.89
0.07
19.25
5.37
1.90
0.07
19.50
5.39
1.92
0.07
19.75
5.41
1.93
0.07
20.00
5.43
1.94
0.06

Warren Co culverts Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 6
Summary for Pond 1 P: Culvert 1
Inflow Area =
1.556 ac,
0.00% Impervious,
Inflow Depth > 1.76" for 10 yr 24 hr event
Inflow =
2.29 cfs @
12.32 hrs, Volume=
0.228 of
Outflow =
2.29 cfs @
12.32 hrs, Volume=
0.228 af, Atten= 0%, Lag= 0.0 min
Primary =
2.29 cfs @
12.32 hrs, Volume=
0.228 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 344.68'@ 12.32 hrs
Device Routing Invert Outlet Devices
#1 Primary 343.08' 12.0" Round Culvert w/ 1.0" inside fill
L= 67.0' CMP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 343.00'/ 342.25' S=0.0112'/' Cc= 0.900
n=0.025 Corrugated metal, Flow Area= 0.75 sf
Primary OutFlow Max=2.28 cfs @ 12.32 hrs HW=344.66' (Free Discharge)
t-1=Culvert (Barrel Controls 2.28 cfs @ 3.02 fps)
Pond 1 P: Culvert 1
Hydrograph
❑ Inflow
❑ Primary
— — I — — r — r
I II I I I
2-
Inflow Area=1.556 ac
Peak Elev=344.68'
12.0„
Round Culvert
w/ 1.0" inside fill
n=0.025
L=67.0'
S=0.0112'/'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
I
I I
I I I
3
4-
-4 1
1 4-
a
I
I
I I
1
I I
I I
I I I
Inflow Area=1.556 ac
Peak Elev=344.68'
12.0„
Round Culvert
w/ 1.0" inside fill
n=0.025
L=67.0'
S=0.0112'/'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Warren Co culverts Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 1 P: Culvert 1
Time
Inflow
Elevation
Primary
(hours)
(Cf S)
(feet)
(Cf S)
5.00
0.00
343.08
0.00
5.25
0.00
343.08
0.00
5.50
0.00
343.08
0.00
5.75
0.00
343.08
0.00
6.00
0.00
343.08
0.00
6.25
0.00
343.08
0.00
6.50
0.00
343.08
0.00
6.75
0.00
343.08
0.00
7.00
0.00
343.08
0.00
7.25
0.00
343.08
0.00
7.50
0.00
343.08
0.00
7.75
0.00
343.08
0.00
8.00
0.00
343.08
0.00
8.25
0.00
343.08
0.00
8.50
0.00
343.08
0.00
8.75
0.00
343.08
0.00
9.00
0.00
343.08
0.00
9.25
0.00
343.08
0.00
9.50
0.00
343.08
0.00
9.75
0.00
343.08
0.00
10.00
0.00
343.08
0.00
10.25
0.00
343.08
0.00
10.50
0.00
343.08
0.00
10.75
0.00
343.08
0.00
11.00
0.00
343.10
0.00
11.25
0.02
343.14
0.02
11.50
0.04
343.17
0.04
11.75
0.10
343.24
0.10
12.00
0.67
343.56
0.67
12.25
2.19
344.56
2.19
12.50
1.81
344.05
1.81
12.75
1.01
343.71
1.01
13.00
0.63
343.54
0.63
13.25
0.45
343.46
0.45
13.50
0.36
343.41
0.36
13.75
0.30
343.38
0.30
14.00
0.26
343.35
0.26
14.25
0.23
343.34
0.23
14.50
0.21
343.32
0.21
14.75
0.20
343.31
0.20
15.00
0.19
343.31
0.19
15.25
0.18
343.30
0.18
15.50
0.17
343.29
0.17
15.75
0.16
343.29
0.16
16.00
0.15
343.28
0.15
16.25
0.14
343.27
0.14
16.50
0.13
343.27
0.13
16.75
0.13
343.26
0.13
17.00
0.13
343.26
0.13
17.25
0.12
343.26
0.12
17.50
0.12
343.25
0.12
17.75
0.12
343.25
0.12
Time
Inflow
Elevation
Primary
(hours)
(Cf S)
(feet)
(Cf S)
18.00
0.11
343.25
0.11
18.25
0.11
343.25
0.11
18.50
0.11
343.24
0.11
18.75
0.10
343.24
0.10
19.00
0.10
343.24
0.10
19.25
0.10
343.23
0.10
19.50
0.09
343.23
0.09
19.75
0.09
343.23
0.09
20.00
0.08
343.22
0.08

Warren Co culverts Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 8
Summary for Pond 2P: Culvert 2
Inflow Area =
1.198 ac,
7.59% Impervious,
Inflow Depth > 1.94" for 10 yr 24 hr event
Inflow =
4.41 cfs @
11.98 hrs, Volume=
0.194 of
Outflow =
4.41 cfs @
11.98 hrs, Volume=
0.194 af, Atten= 0%, Lag= 0.0 min
Primary =
4.41 cfs @
11.98 hrs, Volume=
0.194 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 346.99'@ 11.98 hrs
Device Routing Invert Outlet Devices
#1 Primary 345.00' 15.0" Round Culvert
L= 50.0' CMP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 345.00'/ 344.50' S=0.0100'/' Cc= 0.900
n=0.025 Corrugated metal, Flow Area= 1.23 sf
Primary OutFlow Max=4.23 cfs @ 11.98 hrs HW=346.90' (Free Discharge)
t-1=Culvert (Barrel Controls 4.23 cfs @ 3.45 fps)
N
V
3
0
LL
2
1
Pond 2P: Culvert 2
Hydrograph
i I I I I
I I I I I I
C
I I I I I I
I I I I I
I I I I I
Inflow.Area-1.198 ac
Peak Elev=346.99'
15.0„
Round Culvert
n=0.025
L=50.0'
S=0.0100 /'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Inflow
❑ Primary

Warren Co culverts Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Page 9
Hydrograph for Pond 2P: Culvert 2
Time
Inflow
Elevation
Primary
(hours)
(Cf S)
(feet)
(Cf S)
5.00
0.00
345.00
0.00
5.25
0.00
345.00
0.00
5.50
0.00
345.00
0.00
5.75
0.00
345.00
0.00
6.00
0.00
345.00
0.00
6.25
0.00
345.00
0.00
6.50
0.00
345.00
0.00
6.75
0.00
345.00
0.00
7.00
0.00
345.00
0.00
7.25
0.00
345.00
0.00
7.50
0.00
345.00
0.00
7.75
0.00
345.00
0.00
8.00
0.00
345.00
0.00
8.25
0.00
345.00
0.00
8.50
0.00
345.00
0.00
8.75
0.00
345.00
0.00
9.00
0.00
345.00
0.00
9.25
0.00
345.00
0.00
9.50
0.00
345.00
0.00
9.75
0.00
345.00
0.00
10.00
0.00
345.00
0.00
10.25
0.00
345.01
0.00
10.50
0.01
345.06
0.01
10.75
0.02
345.09
0.02
11.00
0.04
345.12
0.04
11.25
0.07
345.16
0.07
11.50
0.12
345.21
0.12
11.75
0.83
345.57
0.83
12.00
4.30
346.94
4.30
12.25
0.68
345.51
0.68
12.50
0.45
345.41
0.45
12.75
0.33
345.35
0.33
13.00
0.28
345.33
0.28
13.25
0.24
345.30
0.24
13.50
0.22
345.29
0.22
13.75
0.19
345.27
0.19
14.00
0.17
345.26
0.17
14.25
0.16
345.25
0.16
14.50
0.15
345.24
0.15
14.75
0.15
345.24
0.15
15.00
0.14
345.23
0.14
15.25
0.13
345.22
0.13
15.50
0.12
345.22
0.12
15.75
0.12
345.21
0.12
16.00
0.11
345.20
0.11
16.25
0.10
345.20
0.10
16.50
0.10
345.20
0.10
16.75
0.10
345.20
0.10
17.00
0.10
345.19
0.10
17.25
0.09
345.19
0.09
17.50
0.09
345.19
0.09
17.75
0.09
345.19
0.09
Time
Inflow
Elevation
Primary
(hours)
(Cf S)
(feet)
(Cf S)
18.00
0.09
345.18
0.09
18.25
0.08
345.18
0.08
18.50
0.08
345.18
0.08
18.75
0.08
345.17
0.08
19.00
0.07
345.17
0.07
19.25
0.07
345.17
0.07
19.50
0.07
345.16
0.07
19.75
0.07
345.16
0.07
20.00
0.06
345.16
0.06

Temporary Diversion Hydrology

Temporary Diversion Velocity Calculations Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/19/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Pa ece11
Summary for Subcatchment 1S: SW Diversion upper section
Runoff = 5.26 cfs @ 11.90 hrs, Volume= 0.238 af, Depth> 4.76"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 yr 24 hr Rainfall=5.70"
Area (sf) CN Description
22,500
96 Gravel surface, HSG B
2,710
86 Fallow, bare soil, HSG B
960
100 Concrete slab foundation for plant
26,170
95 Weighted Average
25,210
96.33% Pervious Area
960
3.67% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.2 271 0.0060 3.92 26.17 Parabolic Channel, SW Channel Up -Slope Section
W=10.00' D=1.00' Area=6.7 sf Perim=10.3'
n= 0.022 Earth, clean & straight
N
0
0
LL
Subcatchment 1 S: SW Diversion upper section
Hydrograph
5.26 cfs
I I I I
r 1 Type 1124�h r
110 yr 24 hr Rainfall=00"
L - - 11 Runoff AreaL26,17011-sf
Runoff Volume -0.2381 of
Runoff DepthAA -
Flow Length=271'
Slope -0.0060 '/'
TC -1.2 min
- CNJ95
1 1 I I 1
1 1 1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
— Runoff

Temporary Diversion Velocity Calculations Type 1124 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 2S: SW Diversion upper -middle section
Runoff = 3.20 cfs @ 11.91 hrs, Volume= 0.144 af, Depth> 2.75"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 yr 24 hr Rainfall=3.50"
Area (sf) CN Description
22,500
96 Gravel surface, HSG B
3,960
86 Fallow, bare soil, HSG B
960
100 Concrete slab foundation for plant
27,420
95 Weighted Average
26,460
96.50% Pervious Area
960
3.50% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.2
271
0.0060
3.92
26.17
Parabolic Channel, SW Channel Upper Section
W=10.00' D=1.00' Area=6.7 sf Perim=10.3'
n= 0.022 Earth, clean & straight
0.5
125
0.0080
4.53
30.21
Parabolic Channel, Upper -Middle section
W=10.00' D=1.00' Area=6.7 sf Perim=10.3'
n= 0.022 Earth, clean & straight
1.7 396 Total

Temporary Diversion Velocity Calculations Type 1124 -hr 2 yr 24 hr Rainfall=3.50"
Prepared by Microsoft Printed 6/30/2017
HydroCAD® 10.00-18 s/n 06725 © 2016 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 7S: SW Diversion lower -middle section
Runoff = 2.97 cfs @ 11.96 hrs, Volume= 0.146 af, Depth> 2.66"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 yr 24 hr Rainfall=3.50"
Area (sf) CN Description
22,500
96 Gravel surface, HSG B
5,210
86 Fallow, bare soil, HSG B
960
100 Concrete slab foundation for plant
28,670
94 Weighted Average
27,710
96.65% Pervious Area
960
3.35% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.2
271
0.0060
3.92
26.17
Parabolic Channel, SW Channel Upper Section
W=10.00' D=1.00' Area=6.7 sf Perim=10.3'
n= 0.022 Earth, clean & straight
4.6
125
0.0080
0.45
3.02
Parabolic Channel, SW Upper -Middle Section
W=10.00' D=1.00' Area=6.7 sf Perim=10.3' n= 0.220
0.2
125
0.0640
12.82
85.46
Parabolic Channel, Lower -Middle section
W=10.00' D=1.00' Area=6.7 sf Perim=10.3'
n= 0.022 Earth, clean & straight
6.0 521 Total

Temporary Diversion Velocity Calculations Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/19/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Pa ece11
Summary for Subcatchment 3S: SW Diversion lower section
Runoff = 5.90 cfs @ 11.92 hrs, Volume= 0.279 af, Depth> 4.67"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 yr 24 hr Rainfall=5.70"
Area (sf) CN Description
22,500
96 Gravel surface, HSG B
7,830
86 Fallow, bare soil, HSG B
960
100 Concrete slab foundation for plant
31,290
94 Weighted Average
30,330
96.93% Pervious Area
960
3.07% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.2
271
0.0060
3.92
26.17
Parabolic Channel, SW Channel Up -Slope Section
W=10.00' D=1.00' Area=6.7 sf Perim=10.3'
n= 0.022 Earth, clean & straight
0.5
250
0.0280
8.48
56.53
Parabolic Channel, Middle section
W=10.00' D=1.00' Area=6.7 sf Perim=10.3'
n= 0.022 Earth, clean & straight
0.8
262
0.0110
5.31
35.43
Parabolic Channel, Swale lower setion
W=10.00' D=1.00' Area=6.7 sf Perim=10.3' n= 0.022
2.5 783 Total

Temporary Diversion Velocity Calculations Type Il 24 -hr 10 yr 24 hr Rainfall=5.70"
Prepared by Microsoft Printed 6/19/2017
HydroCAD® 10.00-18 s/n 06725 @2016 HydroCAD Software Solutions LLC Pa ece11
Summary for Subcatchment 4S: Northeast Side Diversion
Runoff = 2.41 cfs @ 11.89 hrs, Volume= 0.107 af, Depth> 4.76"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 yr 24 hr Rainfall=5.70"
Area (sf) CN Description
10,000
96 Gravel surface, HSG B
1,710
86 Fallow, bare soil, HSG B
11,710
95 Weighted Average
11,710
100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.4 171 0.0230 7.68 51.23 Parabolic Channel, Northeast Swale
W=10.00' D=1.00' Area=6.7 sf Perim=10.3'
n= 0.022 Earth, clean & straight
N
3
0
LL
Subcatchment 4S: Northeast Side Diversion
Hydrograph
I
I
L2
I
I �
I �
I �
�
Type II 24*hr
10 -yr 24 hr Rainfall=00"-
Runoff Area_11,710'sf
Runoff Volume -0.107 of
Runoff Depth>4J6"
Flow Length -171'
- Mope -0.0230~/r
tc-0.4 m i n
CNJ95
I I I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
— Runoff