20021410 Ver 3_More Info Received_20100225

Estes i Inc,
Environmental Design & Consulting
PO Box 79133, Charlotte, NC 28271
Office 704.841.1779 - Fax [phone]
To:
Ms. Cyndi Karoly
NC Division of Water Quality
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
Dear Ms. Karoly,
Letter of Transmittal
Date: February 23, 2010
Subject: F-x p r L ss
DWQ #2002-14100
Dixie River Road Roadway Project
Charlotte, Mecklenburg County, NC
EDI #0530
Enclosed please find our response to your February 18, 2010, Request for Additional
Information. Specifically,
1. Response Letter - 1 Copy
2. Updated PCN Application - 2 Copies (? V
a. Updated 11x17 Culvert Impact Exhibit - 2 Copies FEB YiS 2010
3. Updated Storm Water Management Plan
a. Updated Plan Sheets (10 sheets) 2 Copies %°?'W"MWA*R
- iWiIDSMN> STORlIIWATERQRAHCM
b. Updated Storm Water Calculations - 2 Copies
c. CD with electronic files of plans - 1 copy
Please let us know if you have any questions or comments, or if you need additional
information. We will respond promptly.
Sincerely,
Frank E. Henry, PE
• P.O. Box 79133 Charlotte, N.C. 28271-7050 • Phone [phone] Fax [phone] •
Estes Deli Inc.
nvironmeotal Qesign & Consulting
February 23, 2010
Ms. Cyndi Karoly
NC DWQ 401 Oversight/Express Review Program
2321 Crabtree Blvd
Raleigh, NC 27604
RE: DWQ EXP #02-14100
Dixie River Road Roadway Project
Additional Information
Dear Ms. Karoly:
In response to your letter of February 18, 2010, we are providing the additional information
requested. Enclosed please find:
• two copies of the revised Stormwater Management Plans
• two copies of the revised calculations
two copies of the revised PCN and affected exhibits
A recap of the comments and our responses follows:
1. Stormwater Management Plan:
a. Wet Ponds 1 &2: Please provide erosion control matting along the entire spillway i.e.
beneath the riprap on top of the berm to the toe of the slope.
Instead of adding erosion control matting below the rip rap, the rip rap has been
extended to cover the entire slope beneath the spillway to provide erosion control
armoring/matting.
b. Wet Pond 2 Outlet:
i. Since the area between the pond outlet and the culvert inlet is being graded, please
provide a riprap lined channel from the pond outlet that ties into the culvert inlet.
The grades in this area have been revised to provide a channel directly from the
pond outlet into the culvert inlet. This trapezoidal channel has been lined with
riprap to prevent erosion.
• P.O. Box 79133 Charlotte, N.C. 28271-7050 • Phone [phone] Fax [phone] •
ii. Please show where the proposed grade and the existing grade tie in on the Culvert 2
Profile Plan.
The Culvert 2 profile plan has been revised to show the proposed and existing
grade and where these two tie in.
2. Beaverdam Creek Culvert: This office believes that the culvert inlet can be realigned so that
the center of the stream enters the center of the culvert.
After looking further into this, the culvert has been realigned and the skew of the
culvert is now 63 degrees vs. the original 60 degrees. The center of the channel enters in
a more direct alignment. The plans have been revised to reflect this change.
Impact maps: all stream and wetland impacts should be shown and enumerated on the plan
sheets. Please not that construction of headwalls and dewatering operations generally require
temporary impacts to the stream, which should be enumerated on the plans and the PCN
form.
The plan sheets that show Culvert 1 (Sheet 2 and CUL-1) have been updated to include
both the permanent and temporary impacts. The PCN and culvert exhibit have been
updated to also include the temporary impact.
4. Please provide a cumulative impacts narrative (PCN, Section F, 3b) that explains why this
project will not result in additional impact.
The PCN has been updated to include the Cumulative Impacts narrative.
We trust this meets your needs for continued review of this project, but please feel free to contact
us with any questions or concerns.
Sincerely,
Frank E. Henry, PE
enclosures
cc: Derrel Poole, City of Charlotte
Benjamin Taylor, PE, Kimley-Horn and Associates, Inc.
• P.O. Box 79133 Charlotte, N.C. 28271-7050 • Phone [phone] Fax [phone] •
of wAL_40
}
O -c
REVISED PER COMMENTS 2.23.2010
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification PCN Form
A. Applicant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps:
®Section 404 Permit ? Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 14 or General Permit (GP) number:
1 c. Has the NWP or GP number been verified by the Corps? ® Yes ? No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express ? Riparian Buffer Authorization
1 e. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes ® No For the record only for Corps Permit:

? Yes ® No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ? Yes ® No
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes ® No
1h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: Berewick / Dixie River Rd. Realignment
2b. County: Mecklenburg
2c. Nearest municipality / town: Charlotte
2d. Subdivision name: Berewick
2e. NCDOT only, T.I.P. or state
project no:
3. Owner Information
3a. Name(s) on Recorded Deed: City of Charlotte - (Derrel Poole)
3b. Deed Book and Page No. Pin 19924147 and 19924141
3c. Responsible Party (for LLC if
applicable): City of Charlotte, Engineering & Property Management
3d. Street address: 600 E. 4th St.
3e. City, state, zip: Charlotte NC 28202
3f. Telephone no.: 704.336.3598
3g. Fax no.: 704.336.6586
3h. Email address: [e-mail]
Page I of 10
PCN Form -Version 1.3 December 10, 2008 Version
4. Applicant Information (if different from owner)
4a. Applicant is: ® Agent ? Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name: Chris Estes
5b. Business name
(if applicable): Estes Design Inc.
5c. Street address: 515 Pembroke Dr.
5d. City, state, zip: Waxhaw NC 28173
5e. Telephone no.: 704.841.1779
5f. Fax no.: 704.841.1842
5g. Email address: [e-mail]
Page 2 of 10
PCN Form -Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): 19924147 and 19924141
Latitude: 35.165755 Longitude: -
1 b. Site coordinates (in decimal degrees): 80.971796
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size: 5.68 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to Stowe Branch to Beaver Dam Creek
proposed project:
2b. Water Quality Classification of nearest receiving water: WS
2c. River basin: Catawba
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
Residential
3b. List the total estimated acreage of all existing wetlands on the property:
0 acres within road right of way
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
See attached exhibits
3d. Explain the purpose of the proposed project:
A Road Crossing that was previously permitted as part of a large mixed use development under NWP39 since expired.
3e. Describe the overall project in detail, including the type of equipment to be used:
The permit will replace an expired permit for a culvert road crossing.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
®Yes ? No ? Unknown
project (including all prior phases) in the past?
Comments: Previously permitted
4b. If the Corps made the jurisdictional determination, what type
? Preliminary ®Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company: Lend Rindner / Estes
Name (if known): Len Rindner / Chris Estes Design Inc.
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
See attached
5. Project History
5a. Have permits or certifications been requested or obtained for ® Yes ? No ? Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
USCAE Action ID2007-548-360 DWQ# 2002-1410
6. Future Project Plans
6a. Is this a phased project? ? Yes ® No
6b. If yes, explain.
Page 3 of 10
PCN Form - Version 1.3 December 10, 2008 Version
C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
? Wetlands ® Streams - tributaries ? Buffers
? Open Waters ? Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a. 2b. 2c. 2d. 2e. 2f.
Wetland impact Type of jurisdiction
number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ - non-404, other) (acres)
Temporary
W1 ? P ? T ? Yes ? Corps
? No ? DWQ
W2 ? P ? T ? Yes ? Corps
? No ? DWQ
W3 ? P ? T ? Yes ? Corps
? No ? DWQ
W4 ? P ? T ? Yes ? Corps
? No ? DWQ
W5 ? P ? T ? Yes ? Corps
? No ? DWQ
W6 ? P ? T ? Yes ? Corps
? No ? DWQ
2g. Total wetland impacts
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a. 3b. 3c. 3d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
number - (PER) or (Corps - 404, 10 stream length
Permanent (P) or intermittent DWQ - non-404, width (linear
Temporary (T) (INT)? other) (feet) feet)
S1 ®P ? T culvert Stowe Branch ® PER
? INT ® Corps
® DWQ 8 236
S2 ? P ® T dewatering Stowe Branch ® PER
? INT ® Corps
® DWQ 8 20
S3 ? P ? T ? PER ? Corps
? INT ? DWQ
S4 ? P ? T ? PER ? Corps
? INT ? DWQ
S5 ? P ? T ? PER ? Corps
? INT ? DWQ
S6 ? P ? T ? PER ? Corps
? INT ? DWQ
3h. Total stream and tributary impacts 256
3i. Comments: Previously permitted and mitigated see exhibits for previous permits and WRP mitigation receipt
Page 4 of 10
PCN Form -Version 1.3 December 10, 2008 Version
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
Open water
impact number -
Permanent (P) or
Temporary 4b.
Name of waterbody
(if applicable) 4c.

Type of impact 4d.

Waterbody type 4e.

Area of impact (acres)
01 ?P?T
02 ?P?T
03 ?P?T
04 ?P?T
4L Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If and or lake construction proposed, then complete the chart below.
5a.

Pond ID 5b.

Proposed use or purpose 5c.
Wetland Impacts (acres) 5d.
Stream Impacts (feet) 5e.
Upland
(acres)
number of pond
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
P2
5f. Total
5g. Comments:
5h. Is a dam high hazard permit required?
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If an impacts require mitigation, then you MUST fill out Section D of this form.
6a.
? Neuse ? Tar-Pamlico ? Other:
Project is in which protected basin? ? Catawba ? Randleman
6b. 6c. 6d. 6e. 6f. 6g.
Buffer impact
number - Reason Buffer Zone 1 impact Zone 2 impact
Permanent (P) or for Stream name mitigation (square feet) (square feet)
Temporary im act required?
B1 ?P?T ?Yes
? No
B2 ?P?T ?Yes
? No
B3 ?P?T ?Yes
? No
6h. Total buffer impacts
6i. Comments:
Page 5 of 10
PCN Form - Version 1.3 December 10, 2008 Version
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1 a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Several designs were considered. The proposed design includes higher wing walls to reduce grading impacts.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Strict erosion control measures to be followed. Pump around to be used to alllow working in the dry.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State? ? Yes ® No
2b. If yes, mitigation is required by (check all that apply): ? DWQ ? Corps

2c. If yes, which mitigation option will be used for this
project?

pro ? Mitigation bank

? Payment to in-lieu fee program

? Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter) Type Quantity
3c. Comments: Payments to WRP/EEP already made in 2006
4. Complete if Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. ? Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature: ? warm ? cool ?cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments: Payments aleady made - see Action ID 2007-548-360
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 10
PCN Form -Version 1.3 December 10, 2008 Version
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) - required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation? ? Yes ® No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.

Zone 6c.
Reason for impact 6d.
Total impact
(square feet)
Multiplier 6e.
Required mitigation
(square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
6h. Comments:
Page 7 of 10
PCN Form - Version 1.3 December 10, 2008 Version
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified ? Yes ® No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
Comments: ? Yes ? No
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? na %
2b. Does this project require a Stormwater Management Plan? ® Yes ? No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why: The overall development has an
approved plan
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
Copies of the storm water management plan are included with this application. 2 Ponds are incorporated into the plan to
treat storm water from the proposed road.
? Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ® DWQ Stormwater Program
® DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project? City of Charlotte
® Phase II
3b. Which of the following locally-implemented stormwater management programs ? NSW
? USMP
apply (check all that apply): ® Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been ? Yes ® No
attached?
4. DWQ Stormwater Program Review
? Coastal counties

4a. Which of the following state-implemented stormwater management programs apply ? HQW
? ORW
(check all that apply):
® Session Law 2006-246
® Other: 401 WQC
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? ® Yes ® No
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? ® Yes ? No
5b. Have all of the 401 Unit submittal requirements been met? ® Yes ? No
Page 8 of 10
PCN Form - Version 1.3 December 10, 2008 Version
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1a. Does the project involve an expenditure of public (federal/state/local) funds or the ® Yes ? No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ? Yes ® No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
? Yes ? No
letter.)
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, ? Yes ® No
or Riparian Buffer Rules (15A NCAC 2B.0200)?
2b. Is this an after-the-fact permit application? ? Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ? Yes ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
This project is a linear transportation project that has incorporated water quality controls for proposed storm water runoff.
The water quality controls have been designed to mitigate potential pollutant discharge in strict accordance with the
current BMP requirements. Currently there are no additional direct impacts to the stream anticipated in the foreseeable
future.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
Municiple - Charlotte Mecklenburg Sewer district
Page 9 of 10
PCN Form - Version 1.3 December 10, 2008 Version
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or El Yes ® No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ® Yes ? No
impacts?
E] Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted.
® Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
USFWS, NC Natural Heritage Program
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? ? Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
USFWS, NC Wildlife Resources Commission
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ? Yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
NC Department of Cultural Resources - SHPO
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain? ? Yes ® No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determi iR7 Mecklenburg County Polaris, FEMA

Christopher J. Estes 2.23.2010

Applicant/Agent's Printed Name Ap li nt/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant
is provided.)
Page 10 of 10
PCN Form - Version 1.3 December 10, 2008 Version
1S 2S (9s
Pre-dev DA-1 Post-de DA-1 Post-De v A-1 (UND)
3P --? 8P
Dixie Wet Pond 1 Outfall 1
SubCa Reach and Lin k
Pond 1 Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 2/22/2010
HydroCAD® 9.00 s/n 05123 © 2009 H droCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Pre-dev DA-1
Runoff = 2.43 cfs @ 12.10 hrs, Volume= 0.188 af, Depth> 0.53"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year, 24 hour storm Rainfall=2.58"
Area (ac) CN Description
4.260 71
4.260 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.5 Direct Entry, From spreadsheet
Subcatchment 1S: Pre-dev DA-1
Hydrograph
2.43 cfs
Type II 24-hr 1 year
24 hour storm
2 Rainfall=2.58"
Runoff Area=4.260 ac
Runoff Volume=0.188 of
Runoff Depth>0.53"
1 Tc=15.5 min
CN=71
® Runoff
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Pond 1 Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 2/22/2010
HydroCAD® 9.00 s/n 05123 @2009 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2S: Post-dev DA-1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 13.36 cfs @ 11.96 hrs, Volume= 0.621 af, Depth> 1.38"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year, 24 hour storm Rainfall=2.58"
Area (ac) CN Description
5.410 87
5.410 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, From spreadsheet
Subcatchment 2S: Post-dev DA-1
Hydrograph
14- 13.36 cfs
13 Type II 24-hr 1 year
12 24 hour storm
11-
Rainfall=2.58"
10-
9 Runoff Area=5.410 ac
Runoff Volume=0.621 of
LL ' Runoff Depth>1.38"
6
5 Tc=5.0 min
a CN=87
3
"i
2
®Runoff
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 ;1770 21 22 23 24
Time (hours)
Pond 1 Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 2/22/2010
HydroCAD® 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 9S: Post-Dev DA-1 (UND)
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.27 cfs @ 11.96 hrs, Volume= 0.013 af, Depth> 0.89"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year, 24 hour storm Rainfall=2.58"
Area (ac) CN Description
0.170 79
0.170 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 9S: Post-Dev DA-1 (UND)
Hydrograph
0.3
0.28
0.26
0.24
0.22
0.2
0.18
0.16
0 0.14
U.
0.12
0.1
0.27 cfs
Type II 24-hr 1 year
24 hour storm
Rainfall=2.58"
Runoff Area=0.170 ac
Runoff Volume=0.013 of
Runoff Depth>0.89"
Tc=5.0 min
CN=79
® Runoff
0.06
0.04
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Pond 1 Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 2/22/2010
HydroCAD® 9.00 s/n 05123 @2009 HydroCAD Software Solutions LLC Page 5
Summary for Pond 3P: Dixie Wet Pond 1
This pond has been sized based on a future wall to be installed by others. Due to this, the custom stage
data that appears in these calculations is smaller than the actual pond grading. When the wall is installed
above temporary pool on the back side of the pond, the pond will be sufficient.
Inflow Area = 5.410 ac, 0.00% Impervious, Inflow Depth > 1.38" for 1 year, 24 hour storm event
Inflow = 13.36 cfs @ 11.96 hrs, Volume= 0.621 of
Outflow = 1.09 cfs @ 12.52 hrs, Volume= 0.343 af, Atten= 92%, Lag= 33.6 min
Primary = 1.09 cfs @ 12.52 hrs, Volume= 0.343 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 635.45'@ 12.52 hrs Surf.Area= 10,988 sf Storage= 14,372 cf
Plug-Flow detention time= 242.4 min calculated for 0.343 of (55% of inflow)
Center-of-Mass det. time= 126.2 min ( 949.8 - 823.7 )
Volume Invert Avail.Storage Storage Description
#1 634.00' 45,482 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
634.00 7,800 0 0
634.50 9,888 4,422 4,422
635.00 10,486 5,094 9,516
636.00 11,596 11,041 20,557
637.00 12,457 12,027 32,583
638.00 13,340 12,899 45,482
Device Routing Invert Outlet Devices
#1 Primary 633.30' 18.0" Round Culvert
L= 38.0' RCP, square edge headwall, Ke= 0.500
Outlet Invert= 633.00' S=0.0079'/' Cc= 0.900 n=0.013
#2 Device 1 634.00' 1.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 635.20' 30.0" W x 10.0" H Vert. Orifice/Grate C=0.600
#4 Device 1 636.80' 14.0' long x 0.5' breadth Top of Grate
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#5 Secondary 636.80' 45.0' long x 22.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=1.09 cfs @ 12.52 hrs HW=635.45' (Free Discharge)
L1=Culvert (Passes 1.09 cfs of 9.34 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.07 cfs @ 5.68 fps)
3=Orifice/Grate (Orifice Controls 1.02 cfs @ 1.61 fps)
-Top of Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=634.00' (Free Discharge)
LS=Emergency Spillway (Controls 0.00 cfs)
Pond 1 Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 2/22/2010
HrdroCAD® 9.00 s/n 05123 @2009 H droCAD Software Solutions LLC Page 6
Pond 3P: Dixie Wet Pond 1
Hydrograph
13.36 cfs Inflow
0 Outflow
Inflow Area=5.410 ac ® Primary
Secondary
14 Peak Elev=635.45'
13
12 Storage=14,372 cf
11
10
w
v
3
0
U.
5
1.09 cfs
0.00 cfs
0 1 2 3 4 5 6 7 8 9 1011 12 1'3 14 15 1'6 1'7 18"'1'9 20 21 22 23 24
Time (hours)
Pond 1 Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 2/22/2010
HydroCAD® 9.00 s/n 05123 @2009 HydroCAD Software Solutions LLC Page 7
Stage-Discharge for Pond 3P: Dixie Wet Pond 1
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
634.00 0.00 0.00 0.00
634.05 0.00 0.00 0.00
634.10 0.01 0.01 0.00
634.15 0.02 0.02 0.00
634.20 0.02 0.02 0.00
634.25 0.03 0.03 0.00
634.30 0.03 0.03 0.00
634.35 0.03 0.03 0.00
634.40 0.03 0.03 0.00
634.45 0.04 0.04 0.00
634.50 0.04 0.04 0.00
634.55 0.04 0.04 0.00
634.60 0.04 0.04 0.00
634.65 0.05 0.05 0.00
634.70 0.05 0.05 0.00
634.75 0.05 0.05 0.00
634.80 0.05 0.05 0.00
634.85 0.05 0.05 0.00
634.90 0.05 0.05 0.00
634.95 0.06 0.06 0.00
635.00 0.06 0.06 0.00
635.05 0.06 0.06 0.00
635.10 0.06 0.06 0.00
635.15 0.06 0.06 0.00
635.20 0.06 0.06 0.00
635.25 0.15 0.15 0.00
635.30 0.32 0.32 0.00
635.35 0.53 0.53 0.00
635.40 0.79 0.79 0.00
635.45 1.07 1.07 0.00
635.50 1.39 1.39 0.00
635.55 1.73 1.73 0.00
635.60 2.10 2.10 0.00
635.65 2.50 2.50 0.00
635.70 2.91 2.91 0.00
635.75 3.35 3.35 0.00
635.80 3.81 3.81 0.00
635.85 4.28 4.28 0.00
635.90 4.78 4.78 0.00
635.95 5.29 5.29 0.00
636.00 5.82 5.82 0.00
636.05 6.35 6.35 0.00
636.10 6.80 6.80 0.00
636.15 7.20 7.20 0.00
636.20 7.57 7.57 0.00
636.25 7.91 7.91 0.00
636.30 8.24 8.24 0.00
636.35 8.56 8.56 0.00
636.40 8.86 8.86 0.00
636.45 9.15 9.15 0.00
636.50 9.43 9.43 0.00
636.55 9.70 9.70 0.00
636.60 9.96 9.96 0.00
636.65 10.22 10.22 0.00
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
636.70 10.47 10.47 0.00
636.75 10.71 10.71 0.00
636.80 10.95 10.95 0.00
636.85 12.97 11.62 1.35
636.90 16.47 12.65 3.81
636.95 20.92 13.91 7.01
637.00 25.40 14.61 10.79
637.05 29.84 14.74 15.10
637.10 34.75 14.86 19.89
637.15 40.09 14.98 25.11
637.20 45.84 15.10 30.74
637.25 51.90 15.22 36.68
637.30 58.30 15.34 42.96
637.35 65.02 15.46 49.56
637.40 72.04 15.57 56.47
637.45 79.01 15.69 63.32
637.50 86.17 15.80 70.37
637.55 93.52 15.92 77.60
637.60 101.04 16.03 85.01
637.65 109.16 16.14 93.01
637.70 117.50 16.26 101.24
637.75 126.06 16.37 109.69
637.80 134.83 16.48 118.35
637.85 144.04 16.59 127.46
637.90 153.49 16.70 136.80
637.95 163.17 16.80 146.37
638.00 173.08 16.91 156.17
Pond 1 Type // 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 2/22/2010
HydroCAD® 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC Page 8
Summary for Pond 8P: Outfall 1
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 5.580 ac, 0.00% Impervious, Inflow Depth > 0.77" for 1 year, 24 hour storm event
Inflow = 1.11 cfs @ 12.51 hrs, Volume= 0.356 of
Primary = 1.11 cfs @ 12.51 hrs, Volume= 0.356 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Pond 8P: Outfall 1
Hydrograph
p Inflow
® Primary
v
3
0
U.
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
(is)
Pre-d ev DA-2
2S (9s)
Post-de? '. Post Dev A-2 (UND)
3P --D 8P
A
Dixie Wet Pond 2 Outfall 2
SubCa Reach and Link
Pond 2 Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 2/22/2010
HydroCAD® 9.00 s/n 05123 @2009 H droCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Pre-dev DA-2
Runoff = 0.83 cfs @ 12.31 hrs, Volume= 0.188 af, Depth> 0.19"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year, 24 hour storm Rainfall=2.58"
Area (ac) CN Description
' 11.670 60
11.670 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.2 Direct Entry, From spreadsheet
Subcatchment 1 S: Pre-dev DA-2
Hydrograph
0.9
0.85
0.8
0.83 cfs
Type 1124-hr 1 year
0.75-

-
24 hour storm
0.7
0. 6 5 Rainfall=2.58"
0'6 Runoff Area=11.670 ac
.., 0.55
0.5
Runoff Volume=0.188 of
c 0.45

LL
0.4 Runoff Depth>0.19"
0.35 Tc=24.2 min
0.3
0.25
CN=60
0.2
0.15
0.1
Runoff
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Pond 2 Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 2/22/2010
HydroCAD® 9.00 s/n 05123 @2009 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2S: Post-dev DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 48.23 cfs @ 11.96 hrs, Volume= 2.249 af, Depth> 1.45"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year, 24 hour storm Rainfall=2.58"
Area (ac) CN Description
18.630 88
18.630 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, From spreadsheet
Subcatchment 2S: Post-dev DA-2
Hydrograph
50 48.23 cfs
45 Type Il 24-hr 1 year
4 24 hour storm
Rainfall=2.58"
35 " Runoff Area=18.630 ac
F 30
Runoff Volume=2.249 of
U. 25 Runoff Depth>1.45"
20 Tc=5.0 min
15
CN=88
10_
® Runoff
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Pond 2 Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 2/22/2010
HydroCAD® 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 9S: Post Dev DA -2 (UND)
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.24 cfs @ 12.00 hrs, Volume= 0.020 af, Depth> 0.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year, 24 hour storm Rainfall=2.58"
Area (ac) CN Description
* 1.080 61
1.080 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 9S: Post Dev DA-2 (UND)
Hydrograph
0.26
0.24
0.22
0.2
0.18
0.16
J2
0.14
0 0.12
0.1
0.08
0.06
0.04
Type II 24-hr 1 year
24 hour storm
Rainfall=2.58"
Runoff Area=1.080 ac
Runoff Volume=0.020
Runoff Depth>0.22"
Tc=5.0 min
CN=61
0.24 cfs
111 Runoff
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Pond 2 Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 2/22/2010
HydroCAD® 9.00 s/n 05123 @2009 H droCAD Software Solutions LLC Page 5
Summary for Pond 3P: Dixie Wet Pond 2
Inflow Area = 18.630 ac, 0.00% Impervious, Inflow Depth > 1.45" for 1 year, 24 hour storm event
Inflow = 48.23 cfs @ 11.96 hrs, Volume= 2.249 of
Outflow = 0.78 cfs @ 17.68 hrs, Volume= 0.624 af, Atten= 98%, Lag= 343.6 min
Primary = 0.78 cfs @ 17.68 hrs, Volume= 0.624 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 653.97'@ 17.68 hrs Surf.Area= 40,914 sf Storage= 73,250 cf
Plug-Flow detention time= 403.7 min calculated for 0.623 of (28% of inflow)
Center-of-Mass det. time= 273.7 min ( 1,093.3 - 819.6 )
Volume Invert Avail.Storage Storage Description
#1 652.00' 210,330 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
652.00 32,706 0 0
652.50 34,232 16,735 16,735
653.00 38,218 18,113 34,847
653.40 39,322 15,508 50,355
654.00 40,996 24,095 74,450
655.00 43,829 42,413 116,863
656.00 46,720 45,275 162,137
657.00 49,666 48,193 210,330
Device Routing Invert Outlet Devices
#1 Primary 652.00' 18.0" Round Culvert
L= 51.0' RCP, square edge headwall, Ke= 0.500
Outlet Invert= 651.00' S=0.0196'/' Cc= 0.900 n=0.013
#2 Device 1 652.00' 3.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 653.85' 30.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 655.50' 14.0' long x 0.5' breadth Grate at Top of Structure
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#5 Secondary 655.50' 20.0' long x 31.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.77 cfs @ 17.68 hrs HW=653.97' (Free Discharge)
t1=Culvert (Passes 0.77 cfs of 9.40 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.43 cfs @ 6.50 fps)
3=Orifice/Grate (Orifice Controls 0.34 cfs @ 1.12 fps)
-Grate at Top of Structure ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=652.00' (Free Discharge)
t--5--Emergency Spillway (Controls 0.00 cfs)
Pond 2 Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 2/22/2010
HydroCAD® 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC Page 6
Pond 3P: Dixie Wet Pond 2
Hydrograph
0 Inflow
48.23 cfs tEl Outflow
Inflow Area=18.630 ac ® Primary
p Secondary
Peak Elev=653.97'
Storage=73,250 cf
U 30
0 25
U.
20-
15-
10-
0.00 cfs
5-4
0.78 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Pond 2
Type l/ 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 2/22/2010
HydroCAD® 9.00 s/n 05123 @2009 HydroCAD Software Solutions LLC Page 7
Stage-Discharge for Pond 3P: Dixie Wet Pond 2
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
652.00 0.00 0.00 0.00
652.05 0.01 0.01 0.00
652.10 0.02 0.02 0.00
652.15 0.05 0.05 0.00
652.20 0.07 0.07 0.00
652.25 0.10 0.10 0.00
652.30 0.13 0.13 0.00
652.35 0.15 0.15 0.00
652.40 0.16 0.16 0.00
652.45 0.18 0.18 0.00
652.50 0.19 0.19 0.00
652.55 0.20 0.20 0.00
652.60 0.22 0.22 0.00
652.65 0.23 0.23 0.00
652.70 0.24 0.24 0.00
652.75 0.25 0.25 0.00
652.80 0.26 0.26 0.00
652.85 0.27 0.27 0.00
652.90 0.28 0.28 0.00
652.95 0.29 0.29 0.00
653.00 0.30 0.30 0.00
653.05 0.31 0.31 0.00
653.10 0.31 0.31 0.00
653.15 0.32 0.32 0.00
653.20 0.33 0.33 0.00
653.25 0.34 0.34 0.00
653.30 0.35 0.35 0.00
653.35 0.35 0.35 0.00
653.40 0.36 0.36 0.00
653.45 0.37 0.37 0.00
653.50 0.37 0.37 0.00
653.55 0.38 0.38 0.00
653.60 0.39 0.39 0.00
653.65 0.39 0.39 0.00
653.70 0.40 0.40 0.00
653.75 0.41 0.41 0.00
653.80 0.41 0.41 0.00
653.85 0.42 0.42 0.00
653.90 0.52 0.52 0.00
653.95 0.69 0.69 0.00
654.00 0.90 0.90 0.00
654.05 1.16 1.16 0.00
654.10 1.45 1.45 0.00
654.15 1.77 1.77 0.00
654.20 2.12 2.12 0.00
654.25 2.50 2.50 0.00
654.30 2.89 2.89 0.00
654.35 3.31 3.31 0.00
654.40 3.76 3.76 0.00
654.45 4.22 4.22 0.00
654.50 4.70 4.70 0.00
654.55 5.15 5.15 0.00
654.60 5.52 5.52 0.00
654.65 5.86 5.86 0.00
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
654.70 6.17 6.17 0.00
654.75 6.47 6.47 0.00
654.80 6.74 6.74 0.00
654.85 7.01 7.01 0.00
654.90 7.26 7.26 0.00
654.95 7.51 7.51 0.00
655.00 7.74 7.74 0.00
655.05 7.97 7.97 0.00
655.10 8.19 8.19 0.00
655.15 8.41 8.41 0.00
655.20 8.62 8.62 0.00
655.25 8.82 8.82 0.00
655.30 9.02 9.02 0.00
655.35 9.21 9.21 0.00
655.40 9.40 9.40 0.00
655.45 9.59 9.59 0.00
655.50 9.77 9.77 0.00
655.55 10.99 10.39 0.60
655.60 13.06 11.37 1.69
655.65 15.69 12.58 3.11
655.70 18.77 13.98 4.79
655.75 21.45 14.74 6.71
655.80 23.70 14.86 8.84
655.85 26.14 14.98 11.16
655.90 28.76 15.10 13.66
655.95 31.52 15.22 16.30
656.00 34.43 15.34 19.09
656.05 37.48 15.46 22.03
656.10 40.67 15.57 25.10
656.15 43.83 15.69 28.14
656.20 47.08 15.80 31.27
656.25 50.41 15.92 34.49
656.30 53.81 16.03 37.78
656.35 57.48 16.14 41.34
656.40 61.25 16.26 45.00
656.45 65.12 16.37 48.75
656.50 69.08 16.48 52.60
656.55 73.23 16.59 56.65
656.60 77.49 16.70 60.80
656.65 81.86 16.80 65.05
656.70 86.32 16.91 69.41
656.75 90.81 17.02 73.79
656.80 95.39 17.12 78.26
656.85 100.05 17.23 82.82
656.90 104.80 17.33 87.46
656.95 109.54 17.44 92.10
657.00 114.36 17.54 96.82
Pond 2 Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 2/22/2010
HydroCADO 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC Page 8
Summary for Pond 8P: Ouffall 2
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 19.710 ac, 0.00% Impervious, Inflow Depth > 0.39" for 1 year, 24 hour storm event
Inflow = 0.79 cfs @ 17.65 hrs, Volume= 0.644 of
Primary = 0.79 cfs @ 17.65 hrs, Volume= 0.644 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Pond 8P: Outfall 2
Hydrograph
F Inflow
Primary
w
w
u
3
0
U.
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
a)
.0
_m
U
l0
v
a
L
N_
L
C
C
00
L
N
c
m
L
d
3
0
x
0
a
'D
U
O
0.
(0
7
U
l0
3
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U
l0
C
O
U
c
m
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N
N
0
L
3
c
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U N N N
c Cl a N
a
m ?- N
cs N N N
C l0 m f0
m c o o
m
m
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? o

NQ O 0 O ? m -Of
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x x
co m?
N
x X co
ao i0
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C C a
C C N
w
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0 0 m
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7 7 N
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Culvert Designer/Analyzer Report
DRR CROSSING 1
Peak Discharge Method: User-Specified
Design Discharge 572.82 cfs Check Discharge 654.06 cfs
Grades Model: Inverts
Invert Upstream 640.00 ft Invert Downstream 638.00 ft
Length 191.00 ft Slope 0.010471 ft/ft
Drop 2.00 ft
Headwater Model: Allowable HW/Height
Headwater Depth/Height 1.20
Tailwater Conditions: Constant Tailwater
Tailwater Elevation N/A ft
Name Description Discharge HW Elev. Velocity
x Trial-1 1-10 x 7 ft Box 572.82 cfs 648.18 ft 16.64 ft/s
Title: Dixie River Road Project Engineer: Matt Edwards
k:\...\20100219drr culvert size.cvm CulvertMaster v3.1 [03.01.009.00]
02/22/10 04:13:45 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2
Culvert Designer/Analyzer Report
DRR CROSSING 1
Design:Trial-1
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 648.40 ft Storm Event Design
Computed Headwater Eleva 648.18 ft Discharge 572.82 cfs
Headwater Depth/Height 1.17 Tailwater Elevation N/A ft
Inlet Control HW Elev. 647.39 ft Control Type Entrance Control
Outlet Control HW Elev. 648.18 ft

Grades
Upstream Invert 640.00 ft Downstream Invert 638.00 ft
Length 191.00 ft Constructed Slope 0.010471 ft/ft

Hydraulic Profile
Profile S2 Depth, Downstream 3.44 ft
Slope Type Steep Normal Depth 3.15 ft
Flow Regime Supercritical Critical Depth 4.67 ft
Velocity Downstream 16.64 ft/s Critical Slope 0.003551 ft/ft

Section
Section Shape Box Mannings Coefficient 0.013
Section Material Concrete Span 10.00 ft
Section Size 10 x 7 ft Rise 7.00 ft
Number Sections 1

Outlet Control Properties
Outlet Control HW Elev. 648.18 ft Upstream Velocity Head 2.34 ft
Ke 0.50 Entrance Loss 1.17 ft

Inlet Control Properties
Inlet Control HW Elev. 647.39 ft Flow Control Unsubmerged
Inlet Type 45° wingwall flares - offset Area Full 70.0 ft'
K 0.49700 HDS 5 Chart 13
M 0.66700 HDS 5 Scale 1
C 0.03020 Equation Form 2
Y 0.83500
Title: Dixie River Road Project Engineer: Matt Edwards
k:\...\20100219drr culvert size.cvm CulvertMaster v3.1 [03.01.009.00]
02/22/10 04:13:45 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 2
Culvert Designer/Analyzer Report
DRR CROSSING 2
Peak Discharge Method: User-Specified
Design Discharge 128.70 cfs Check Discharge 147.61 cfs

Grades Model: Inverts
Invert Upstream 648.30 ft
Length 200.00 ft
Drop 0.39 ft Invert Downstream 647.91 ft
Slope 0.001950 ft/ft

Headwater Model: Allowable HW/Height
Headwater Depth/Height 1.20

Tailwater Conditions: Constant Tailwater
Tailwater Elevation N/A ft
Name Description Discharge HW Elev. Velocity
x Trial-1 1-6 x 4 ft Box 128.70 cfs 652.49 ft 8.84 ft/s
Title: Dixie River Road Project Engineer: Matt Edwards
k:\...\20100219drr culvert size.cvm CulvertMaster v3.1 [03.01.009.00]
02/22/10 04:15:02 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2
Culvert Designer/Analyzer Report
DRR CROSSING 2
Design:Trial-1
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 653.10 ft Storm Event Design
Computed Headwater Eleva 652.49 ft Discharge 128.70 cfs
Headwater Depth/Height 1.05 Tailwater Elevation N/A ft
Inlet Control HW Elev. 652.14 ft Control Type Outlet Control
Outlet Control HW Elev. 652.49 ft

Grades
Upstream Invert 648.30 ft Downstream Invert 647.91 ft
Length 200.00 ft Constructed Slope 0.001950 ft/ft

Hydraulic Profile
Profile M2 Depth, Downstream 2.43 ft
Slope Type Mild Normal Depth 3.18 ft
Flow Regime Subcritical Critical Depth 2.43 ft
Velocity Downstream 8.84 ft/s Critical Slope 0.004039 ft/ft

Section
Section Shape Box Mannings Coefficient 0.013
Section Material Concrete Span 6.00 ft
Section Size 6 x 4 ft Rise 4.00 ft
Number Sections 1

Outlet Control Properties
Outlet Control HW Elev. 652.49 ft Upstream Velocity Head 0.80 ft
Ke 0.50 Entrance Loss 0.40 ft

Inlet Control Properties
Inlet Control HW Elev. 652.14 ft Flow Control Unsubmerged
Inlet Type 45° wingwall flares - offset Area Full 24.0 ft'
K 0.49700 HDS 5 Chart 13
M 0.66700 HDS 5 Scale 1
C 0.03020 Equation Form 2
Y 0.83500
Title: Dixie River Road Project Engineer: Matt Edwards
k:\...\20100219drr culvert size.cvm CulvertMaster v3.1 [03.01.009.00]
02/22/10 04:15:02 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 2
Dixie River Road Erosion Control Kimle -Horn and Associates, Inc.
Charlotte, North Carolina Date: 9/1/2009
KHA Project #: 015016055 Prepared by: KRT
Checked by:
RIP RAP APRON CALCULATIONS
Per NCDENR Design Manual
Structure: Apron 1
Pipe Diameter (in): 18
Slope (%): 0.79 0.0079
Manning (n): 0.013
Radius (in): 9
Pipe Area (sf): 1.77
Wetted
Perimeter Flow Area Hydraulic Flow Velocity
Depth Theta (ft) (sf) Radius Flow (GPD) (CFS) (fps)
Flowing Full: 18.0 6.283 4.712 1.767 0375 6.050.397 9.36 5 30
10-year flow: 1413 4.355 3.266 1.488 0456 5,801,932 8.98 6.03
Discharge (Q10) = 8.98
Pipe Diameter (in) = 18
d50 = 0.9 Figure 8.06a
Design Conditions = Assume Minim um Tailwater
Width at Pipe Outlet 'Do' (ft) = 4.5
Length of Apron 'La' (ft) = 10 Figure 8.06a
Width at End of Apron 'W' (ft) = 14.5
Min. Stone Depth (in) = 24.3
Stone Class = Class B
RIP RAP APRON CALCULATIONS
Per NCDENR Design Manual
Structure: Apron 2
Pipe Diameter (in): 18
Slope (%): 1.96 0.0196
Manning (n): 0.013
Radius (in): 9
Pipe Area (sf): 1.77
Wetted
Perimeter Flow Area Hydraulic Flow Velocity

Flowing Full: Depth
18
0 Theta
6
283 (ft) (sf) Radius Flow (GPD) (CFS) (fps)

10-year flow from ICPR: .
9.25 .
3.197 4.712 1.767
2398 0
915 0.375 9,530,120
0
382 14.75 8.34
. .
4,990, 534 7.72 8.44
Discharge (Q10) = 7.72
Pipe Diameter (in) = 18
d50 = 0.9 Figure 8.06a
Design Conditions = Assume Minimum Tailwater
Width at Pipe Outlet'Do' (ft) = 4.5
Length of Apron 'La' (ft) = 10 Figure 8.06a
Width at End of Apron 'W' (ft) = 14.5
Min. Stone Depth (in) = 24.3
Stone Class = Class B
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