20100612 Ver 1_Stormwater Info_20101012

150 Fayetteville Street, Suite 95o Ralei ., 27601 charlotte
919 719 1800 .919 719 1819 w d.? ieneststone.com Raleigh
RECEIVED Wilmington
DIVISION OF WATER QUALITY
SEP 3 0 2010
SWP SECTION
MOORESVILLE REGIONAL OFFIGfRANSMITTAL
Shaping the Environment
Reahzi??a the Pcsib"'lies
Date: September 29, 2010
Reference: 50243.02 - Walgreens - Store No. 13036 D- 0 LP 1
Attention: Mr. Alan Johnson
Company: North Carolina Department of Environment and [phone]
Natural Resources
Division of Water Quality
610 East Center Avenue
Mooresville, North Carolina 28115
We Are
IRM90!"#ansmifting:
OCT 12 2010
DENR- WATER QUAUTy
69MID STORUW4jjE
BWWCH
Land Planning
Landscape Architecture
Civil Engineering
Urban Design
ID Herewith ? Under Separate Cover
Copies Dated Description
2 09/29/10 24" x 36" Documents See attached sheet list
2 07/19/10 Revised Stormwater Management Permit
A lication Form
2 09/29/10 Sand Filter Supplement
2 09/29/10 Calculation Package
2 09/28/10 Comment Response Letter
2 -- Revised PCN
2 -- Revised USCOE Nationwide Permit Verification
Transmitted ? Mail ® Overnight ? Courier ? Hand Delive
Via: rY El Pick-Up
? For Approval ? For Your Use ? As Requested ® For Review
Remarks: The attached Stormwater Permit Application Package is being submitted
on behalf of Morgan Property Group. Mr. Trey Morgan will be mailing the
signed Operation and Maintenance Agreement separately. Please
contact us with any questions or comments.
By:
Ani McGla *fee ry, EI, L E E D AP
bec
cc: Mr. Trey Morgan - Morgan Property Group
Mr. Michael S. Cole, Sr., RLA, LEED AP - CJS
Mr. R. Todd Fisher, PE - CJS

P:\SDSKPROJ\50243\_Correspondences\2010\Trans\0929t Johnson, A., SW Permit App Pkg.doc
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50243.02 - Walgreens - Store No. 13036
Sheet List
September 29, 2010
CV1.0 Existing Conditions
CV2.0 Staking and Materials Plan
CV2.1 Staking and Materials Plan
CV3.0 Stage 1 Erosion Control Plan
CV3.1 Stage 2 Erosion Control Plan
CV4.0 Grading and Drainage Plan
CV4.1 Grading and Drainage Plan
CV5.0 Water Distribution and Sanitary Sewer Plan
CV6.0 Planting Plan
CV6.1 Planting Plan
CV6.2 Buffer Tree Inventory
CV6.3 Buffer Enhancement Plan
CV7.0 Site Details
CV7.1 Site Details
CV7.2 Site Details
CV7.3 Site Details
CV7.4 Site Details
RECEIVED
DIVISION OF WATER QUALITY
SEP 3 0 2010
SWP SECTION
MOORESVILLE REGIONAL OFFICE
AND 3 WW
WE
BVNCN
P:\SDSKPROJ\50243\_Correspondences\2010\Misc\0929 sheet listing.doc
I D-ola?7
Date Received Fee Paid Permit Number
RECEIVED
State of North Carolina DIVISION OF WATER QUALITY
Department of Environment and Natural Resources 0 2010
Division of Water Quality SEP 3
SWP SECT ION
STORMWATER MANAGEMENT PERMIT APPLICATION Wfd&VILLE REGIONAL OFFICE
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
?0%
OAT I ? ?? /
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance7.44, q, Vi-
Trey Morgan "'?%??
3. Mailing Address for person listed in item 2 above:
14120 Ballantyne Court Suite 460
City: Charlotte
State: NC
Zip:28277
Phone: (704 ) 909-4500 Fax: (704 ) 909-4501
Email: [e-mail]
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Walg_reens - Store No 13036
5. Location of Project (street address):
7359 NC Highway 73
City:Denver County:Lincoln
Zip:28040
6. Directions to project (from nearest major intersection):
Driving west on Highway 73 from Huntersville the site is located at the northwest corner of Highway 73 and
Hiewav 16.
7. Latitude:35° 26' 50" N
Longitude:80° 59' 50" W of project
8. Contact person who can answer questions about the project:
Name: R. Todd Fisher, PE
Email: [e-mail]
II. PERMIT INFORMATION:
1. Specify whether project is (check one):
®New
Telephone Number: (919 ) 719-1800
?Renewal ?Modification
Form SWU-101 Version 09.25.08 Page 1 of 4
-:4 . . .
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number N/A and its issue date (if known) N/A
3. Specify the type of project (check one):
?Low Density ®High Density ?Redevelop ?General Permit ?Universal SMP ?Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
?CAMA Major ®Sedimentation/Erosion Control ®404/401 Permit ?NPDES Industrial Stormwater
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
The currently undeveloped property is being subdivided and partially developed for a Walgreen's store.
An underground sand filter will be used to treat the runoff from the building, parking lot, and drive aisles.
2. Stormwater runoff from this project drains to the Catawba River basin.
3. Total Property Area: 2.44 acres 4. Total Coastal Wetlands Area: 0.00 acres
5. Total Property Area (3)
- Total Coastal Wetlands Area (4) = Total Project Area**:2.44
6. (Total Impervious Area / Total Project Area) X 100 = Project Built Upon Area (BUA):78
7. How many drainage areas does the project have?l
8. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
For high density projects, complete the table with one drainage area for each engineered stormwater device.
MOE
Receiving Stream Name
Forney Creek
Stream Class & Index No. C, 11-119-2-3
Total Drainage Area (sf) 86,684
On-site Drainage Area (sf) 70,096
Off-site Drainage Area (sf) 16,588
Existing Impervious* Area (sf) 0
Proposed Impervious*Area (sf) 69,347
% Impervious* Area (total) 78
On-site Buildings (sf) 14,783
On-site Streets (sf)
On-site Parking (sf) 35,655
On-site Sidewalks (sf) 2,321
Other on-site (sf)
Off-site (sf) 16,588
Total (sf): 68,633
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
**Total project area shall be calculated to exclude Coastal Wetlands from use when calculating the built upon area
percentage calculation. This is the area used to calculate overall percent project built upon area (BUA).
acres

Form SWU-101 Version 09.25.08 Page 2 of 4
9. How was the off-site impervious area listed above derived? Drainage that is acceptedfrom off-site is collected
in structures CI-A-17 and CI-A13. The impervious area is an off-site driveway.
Projects in Union County: Contact the DWQ Central Office staff to check to see if you project is located
within a Threatened & Endangered Species watershed that may be subject to more stringent stormwater
requirements.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following property restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built-upon area for each lot must be provided as an attachment.
Forms can be downloaded from http://h2o.enr.state.nc.us/su/bml2 forms.htm - deed restrictions.
Form DRPC-1 High Density Commercial Subdivisions
Form DRPC-2 High Density Developments with Outparcels
Form DRPC-3 High Density Residential Subdivisions
Form DRPC-4 Low Density Commercial Subdivisions
Form DRPC-5 Low Density Residential Subdivisions
Form DRPC-6 Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded property restrictions and protective covenants for this
project shall include all the applicable items required in the above form, that the covenants will be binding
on all parties and persons claiming under them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the NC DWQ, and that they will be recorded prior to
the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater Permitting Unit at [phone] for the status and
availability of these forms. Forms can be downloaded from http://h2o.enr.state.nc.us/su/bmp forms.htm.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW401-Permeable Pavement
Form SW401-Cistern
Low Density Supplement
Curb Outlet System Supplement
Off-Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
Cistern Supplement
Form SWU-101 Version 09.25.08 Page 3 of4
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at hgp://h2o.enr.state.nc.us/su/msi maps.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Ini ials
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if
required as per Part IV above)
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for LD)
payable to NCDENR _
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soils report
• Two copies of plans and specifications (sealed, signed & dated), including: it! ILI
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf (such as additional information requests), please complete this section. (ex. designing engineer or firm)
Designated agent (individual or firm): Colejenest & Stone
Mailing Address: 150 Fayetteville Street, Suite 950
City: Raleigh State: NC Zip: 27601
Phone: ( 919 ) 719-1800
Email:[e-mail]
VIII. APPLICANT'S CERTIFICATION
Fax: ( 919 ) 719-1819
I, (print or type name of person listed in General Information, item 2) K( c /'r f G'1
certify that the information included on this permit application form is, to a best of my knowledge, correct and
that the project will be constructed in conformance with the approved plan a required deed restrictions
and protective co 1 be recorded, and that the proposed ct complies with the requirements of 15A
NCAC 2H .1000. venant
Date:-205410
Fonn S)&'U-101 Version 09.25.08 Page 4 of 4
Permit Number:
(to be provided by D WQ)
?
M of W ATF9
50 OG

NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section III) and the I&M Agreement (Section IV)

Project name Walgreen's - Store No. 13036
Contact name R. Todd Fisher, PE
Phone number [phone]
Date September 29, 2010
Drainage area number 1
Site Characteristics
Drainage area (AD) 86,684.00 ft2 OK
Impervious area 69,347.00 ft2
% Impervious (IA) 800% %
Design rainfall depth (RD) 1.00 in
Peak Flow Calculations
1-yr, 24-hr runoff depth in
1-yr, 24-hr intensity in/hr
Pre-development 1-yr, 24-hr runoff ft3/sec
Post-development 1-yr, 24-hr runoff ft3/sec
Pre/Post 1-yr, 24-hr peak control ft 3/sec
Storage Volume
Design volume (WQV) 5,674.00 ft3
Adjusted water quality volume (WQVAd) 4,255.50 ft3
OK
Volume contained in the sedimentation basin and on top of the sand filter 4,480.00
Top of sand filter/grate elevation 35.333 ft amsl
Weir elevation (between chambers) 33.833 ft amsl
Maximum head on the sedimentation basin and sand filter (hMa.Flter) 4.00 ft OK
Average head on the sedimentation basin and sand filter (hA) 2.00 ft OK
Runoff Coefficient (Rv) 0.77 (unitless)
Type of Sand Filter
Open sand filter? Y or N
SHWT elevation ft amsl
Bottom of the sand filter elevation ft amsl
Clearance (dSHwr)
Closed/pre-cast sand filter? Y Y or N
SHWT elevation 25.00 ft amsl
Bottom of the sand filter elevation 27.67 ft amsl
Clearance (dSHWT) 2.00
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground 4.50 ft
structure (dspwe)
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and 11. Project Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin/chamber depth
Sand Filter
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow-splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay (Wsed)?
What is the depth of sand over the outlet pipe (dpipe)?
560.00 ft2 OK. Meets minimum, but may need to be increased to
7.00 ft
Y Yor N OK
Y Y or N OK
Yor N
ft
Yor N
Y Y or N OK
Yor N
Yor N
Y Y or N OK
8.00 ft OK
1.50 ft OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent,
the agent may initial below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.

- Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
- Outlet pipe, and
- Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
NOT irv4"ED 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
ATrk tED 5. Supporting calculations (including drainage calculations)
t ILW sW? MW 6. Signed and notarized operation and maintenance (0&M) agreement
JtXV0V__ ilk 7. A copy of the deed restrictions (if required).
6v to
0T.K
1. Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable), and
- Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the
chamber,
- Maintenance access,
- Flow splitting device,
- Vegetative filter strip dimensions and slope (if SA waters),
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable), and
- Boundaries of drainage easement.
filter
?V ?• 3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
Form SW401-Sand Filter-Rev.5 2009Sept17 Part III, Page 1 of 1

Charlotte
Raleigh
Wilmington
Land Planning
Landscape Architecture
Civil Engineering
Urban Design
200 South Tryon Street, Suite 1400
Charlotte, North Carolina 28202
P+ 704 376 1555 f+ 704 376 7851
WALGREENS - STORE NO. 13036
CJS # 50243
CALCULATIONS FOR:
EROSION CONTROL
STORM DRAINAGE ANALYSIS
STORMWA TER (WATER QUALITY)
DATE: 09.29.10
REV
1.0
IVA CA
r.:
*-co SEAL ?` • n,
.6 C-103
•'•.AwM CARS
FI$N???.
CJS Project No. 50243
Issued: 07/20/10
Page 1 of 1
PROJECT NARRATIVE
Walgreens - Denver
Lincoln County, North Carolina
PROJECT DESCRIPTION
The proposed project consists of a Walgreens store to be constructed within a 4.25-acre parcel at
the intersection of NC Highway 16 and NC Highway 73 in Lincoln County, North Carolina.
Only a portion of the existing parcel (f2.5 acres) is to be developed, with approximately 1.8 acres
being retained for future development (Parcel B). The project will access both NC 16 and NC 73
via right-in/right-out driveways and will have an interparcel connection to a proposed full-
movement driveway at NC 73 in conjunction with developments to the west.
The project lies outside of the Lake Norman/Catawba River watershed protection area and is not
located within an NPDES Phase II community. Therefore, the project is not subject to
stormwater management requirements under these programs.
DRAINAGE DESIGN
The property is traversed by an unnamed tributary to Forney Creek. The tributary is collected in
an existing 60-inch culvert at the southeast corner of the property which carries the flow under
Highway 73 (Culvert B). Under the proposed project, a portion of the existing onsite channel will
be placed within a second culvert (Culvert A) to accommodate the proposed driveway connection
to NC 16. Impacts to the existing channel are to be limited to 145 LF in accordance with
Nationwide 39 General Permit Authorization No. SAW-2010-00882 issued by the U.S.A.C.O.E.
Wilmington District-Asheville Field Office, July 9, 2010.
The proposed Culvert A has been sized to pass the peak flow from the 25-year storm based on
ultimate development conditions within the watershed under current zoning. However,. drainage
calculations indicate that the existing Highway 73 culvert is undersized relative to ultimate
development peak flows within the watershed. Accordingly, unless the capacity of the existing
Culvert B is increased, significant backwater at the inlet to the culvert is anticipated which will
impact the performance of the proposed driveway Culvert A.
In accordance with Condition No. 4 of General Water Quality Certification No. 3631 which
accompanies the NWP 39 authorization, the NCDENR Division of Water Quality requires that
the project include stormwater best management practices to control and treat site runoff.
Accordingly, the project stormwater management plan includes a below grade sand filter to
capture and treat the runoff from proposed building and parking areas.
STREAM BUFFER
Under the Lincoln County Streamside Buffer regulations, a 50-foot buffer will be established and
maintained along the tributary channel at the Highway 16 frontage. In accordance with the
variance approved on May 24, 2010, to allow the driveway and outfall channel encroachment into
the buffer zone, the remaining undisturbed buffer area will be enhanced via supplemental planting
per the Buffer Enhancement Plan.
EROSION CONTROL
,SEDIMENT TRAP CALCULATIONS
WALGREENS - STORE NO. 13036
CJS PROJECT NO.: 50243
TE: 07.20.10 BY: DJM
REVISED:
RVW: RTF
O Charlotte
Raleigh
ColeJenest Wilmington
& Stone
Land Planning + Landscape Architecture + Civil Engineering + Urban Design
TEMPORARY SEDIMENT TRAP #1 NCDENR? 1 f-- IF Yes, Type: 1
DRAINAGE AREAS/REQ'D STORAGE DESIGN CRITERIA
Total drainage area (TDA) 2.2 ac Proposed sediment depth 2 ft
Disturbed area(DA) 2.2 ac Bottom elevation of basin 728 msl
Required sediment storage 3600xDA 7848 cf Depth of flow over spillway 1.0 ft
BASIN CONFIGURATION
Bottom elevation 728 msl
Sediment Storage elevation 730 msl
Spillway crest 731 msl
To of Berm 731.5 msl
ESTIMATED BASIN SIZE (RECTANGULAR)
Length(ft) Width(ft)
Bottom 85 41
To 99 55
BASIN EFFICIENCY
Sediment storage required: 7848 cf
Sediment storage provided: 7861.5 OKAY
Surface area required. 4002
Surface area provided. 4868 OKAY
PLANNED BASIN SIZE
REFER TO EROSION CONTROL PLAN
Elev. Area (SF) Cumulative Volume (CF)
728 3031 0
729 3912 3472
730 4868 7862
731 5881 13236
732 6950 19652
X 0 0
X 0 0
X 0 0
X 0 0
X 0 0
X 0 0
SPILLWAY DESIGN
DESIGN FLOW (Q=CIA SPILLWAY SIZE
Composite soil coefficient 'C'= 0.6 Spillway design: (L=Q1(C*h"1.5)); C= 3.0
Area 'A'= 2.18 ac h= 1.00
10 yr. storm rainfall intensity, T= 7.03 in/hr Spillway length @ flow depth 10
Computed flow from site, 'Q'= 9.20 cfs
Page 4 of 9
'SEDIMENT TRAP CALCULATIONS
WALGREENS - STORE NO. 13036
CJS PROJECT NO.: 50243
DATE: 07.20.10 BY: DJM
D
RVW: RTF
O Charlotte
Raleigh
ColeJenest Wilmington
& Stone
Land Planning + Landscape Architecture + Civil Engineering + Urban Design
TEMPORARY SEDIMENT TRAP #2 NCDENR? 714- IF Yes, Type
DRAINAGE AREAS/REQ'D STORAGE DESIGN CRITERIA
Total drainage area (TDA) 0.8 ac Proposed sediment depth 2 ft
Disturbed area(DA) 0.8 ac Bottom elevation of basin 743 msl
Required sediment storage (3600xDA) 2772 cf Depth of flow over spillway 1.0 ft
BASIN CONFIGURATION
Bottom elevation 743 msl
Sediment Storage elevation 745 msl
Spillway crest 745 msl
To of Berm 746.5 ms/
ESTIMATED BASIN SIZE RECTANGULAR
Length(ft) Width(ft)
Bottom 49 23
To 63 37
BASIN EFFICIENCY
Sediment storage required: 2772 cf
Sediment storage provided: 2813.5 OKAY
Surface area required: 1413.75
Surface area provided. 1850 OKAY
PLANNED BASIN SIZE
REFER TO EROSION CONTROL PLAN)
Elev. Area (SF) Cumulative Volume (CF)
743 991 0
744 1393 1192
745 1850 2814
746 2364 4921
X 0 0
X 0 0
X 0 0
X 0 0
X 0 0
X 0 0
X 0 0
SPILLWAY DESIGN
DESIGN FLOW Q=CIA SPILLWAY SIZE
Composite soil coefficient 'C'= 0.6 Spillway design: (L=Q1(C*h"1.5)); C= 3.0
Area 'A' = 0.77 ac h= 1.00
10 yr. storm rainfall intensity, T= 7.03 in/hr Spillway length @ flow depth 10
Computed flow from site, 'Q'= 3.25 cfs
Page 5 of 9
RIPRAP APRON DESIGN
Charlotte
WALGREENS - STORE NO. 13036 Raleigh
+ColeJenest Wilmington
CJS PROJECT NO.: 50243 & Stone
DATE: 09.29.10 BY: DJM
REVISED: RVW: RTF Land Planning + Landscape Architecture + Civil Engineering + Urban Design
FES # DIA
(ft) SLOPE
(ft/ft) n V
(ft/s) Q
(cfs) RIP RAP
CLASS LENGTH
(ft) WIDTH
(ft) DEPTH
(in)
FES-A1 2 0.005 0.013 5.09 13.64 B 16 22 24
XXX XX XXXX XXXX XX #VALUE! #VALUE!
XXX XX XXXX XXXX # XX #VALUE! #VALUE!
XXX XX XXXX XXXX # XX #VALUE! #VALUE!
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XXX XX XXXX XXXX XX #VALUE! #VALUE!
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Ditch A
Worksheet for Triangular Channel
Project Description
Project File p:\sdskproj\50243\engineering\calculations\50243 di.fm2
Worksheet Ditch A
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.054
Channel Slope 0.035000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.81 cfs
Results
Depth 0.47 ft
Flow Area 0.44 ftz
Wetted Perimeter 2.11 ft
Top Width 1.89 ft
Critical Depth 0.40 ft
Critical Slope 0.084333 ft/ft
Velocity 1.82 ft/s
Velocity Head 0.05 ft
Specific Energy 0.52 ft
Froude Number 0.66
Flow is subcritical.
07/20/10 FlowMaster v5.13
02:54:51 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Ditch B
Worksheet for Trapezoidal Channel
Project Description
Project File p:\sdskproj\50243\engineering\calculations\50243 di.fm2
Worksheet Ditch B
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.032
Channel Slope 0.010000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 2.00 ft
Discharge 12.10 cfs
Results
Depth 0.86 ft
Flow Area 3.97 ft2
Wetted Perimeter 7.47 ft
Top Width 7.19 ft
Critical Depth 0.73 ft
Critical Slope 0.019995 ft/ft
Velocity 3.05 ft/s
Velocity Head 0.14 ft
Specific Energy 1.01 ft
Froude Number 0.72
Flow is subcritical.
07/20/10 FlowMaster v5.13
02:42:07 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
CULVERT DESIGN
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DATE: 7/20/2010 T.M.: RTF ,
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REVISED: P. M.: RTF CULVER T DESIGN
DRAINAGE AREAS:
(see attached drainage area map)
Basin A 64.7 acres 0.101094 s q. miles
Basin B 59.6 acres 0.093125 s q. miles
SOIL TYPES:
(see attached soils map)

Ce Cecil B
Gn Gaston C
Wn Winnsboro D
Zw Zion C
CURVE NUMBER:
nA
t?tr rm?nrrousT Soil Group Area ac % CN Md. CN
?
Road r?O x.03 0.05 96 +.5
D 0.48 0.01 96 0.7
B-G (General Business) 85 C 7.67 0.12 94 11.1
D 1.19 0.02 95 1.7
B-N (Neighborhood Business) 85 C 2.56 0.04 94 3.7
R-T (Transitional Residential) 40 C 39.83 0.62 84 51.7
D 2.12 0.03 87 2.9
R-S (Residential Suburban) 40 c 1.45 0.02 84 1.9
D 6.36 0.10 87 8.6
Total 64.7 86.8
Com osite CN 86.8 Use CN = 87
in A J - - _ -
it
Roao KCJL?V % brvious soy Gr
is
c
D oin Ara cg %
u.i?3 0.01
0.94 0.01
3.93 0.06 CN tMtd CN
94 i.
96 1.4
96 5.8
B-G (General Business) 85 B 1.28 0.02 92 1.8
c 12.20 0.19 94 17.7
D 11.76 0.18 95 17.3
R-T (Transitional Residential) 40 c 20.00 0.31 84 26.0
D 8.17 0.13 87 11.0
R-S (Residential Suburban) 40 c 0.21 0.00 84 0.3
D 0.26 0.00 87 0.3
Total 59.6 82.8
Com osite CN 82.8 Use CN = 83
Page 1 of 1

Culvert Designer/Analyzer Report
Culvert A
Component: Culvert-1
Culvert Summary
Computed Headwater Elevs
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth/Height 734.49 ft
733.84 ft
734.49 ft
1.25 Discharge
Tailwater Elevation
Control Type 141.00 cfs
733.84 ft
Outlet Control

Grades
Upstream Invert
Length 727.00 ft
60.00 ft Downstream Invert
Constructed Slope 724.00 ft
0.050000 ft/ft

Hydraulic Profile
Profile PressureProfile
Slope Type N/A
Flow Regime N/A
Velocity Downstream 4.99 ft/s Depth, Downstream
Normal Depth
Critical Depth
Critical Slope 9.84 ft
1.56 ft
3.22 ft
0.003497 ft/ft

Section
Section Shape
Section Material
Section Size
Number Sections Circular
Concrete
72 inch
1 Mannings Coefficient
Span
Rise 0.013
6.00 ft
6.00 ft

Outlet Control Properties
Outlet Control HW Elev.
Ke 734.49 ft
0.50 Upstream Velocity Head
Entrance Loss 0.39 ft
0.19 ft

Inlet Control Properties
Inlet Control HW Elev. 733.84 ft
Inlet Type Square edge w/headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000 Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form Unsubmerged
28.3 ft:
1
1
1
Title: 50243 - Walgreens Denver Project Engineer: RTF
p:\...\50243\engineering\calculations\50243.cvm CulvertMaster v3.1 [03.01.009.00]
07/20/10 03:11:31 FOBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 2
Culvert Designer/Analyzer Report
Culvert A
Analysis Component
Storm Event Design Discharge 141.00 cfs

Peak Discharge Method: User-Specified
Design Discharge 141.00 cfs Check Discharge 173.00 cfs

Tailwater Conditions: Constant Tailwater
Tailwater Elevation 733.84 ft
Name Description Discharge HW Elev. Velocity
Culvert-1 1-72 inch Circular 141.00 cfs 734.49 ft 4.99 ft/s
Weir Not Considered N/A N/A N/A

Title: 50243 - Walgreens Denver Project Engineer: RTF
p:\...\50243\engineering\calculations\50243.cvm CulvertMaster v3.1 [03.01.009.00]
07/20/10 03:11:31 IOBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2
1 10
Culvert Designer/Analyzer Report
Culvert B
Component: Culvert-1
Culvert Summary
Computed Headwater Elev<
inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth/Height 733.84 ft
733.84 ft
732.57 ft
2.08 Discharge
Tailwater Elevation
Control Type 263.00 cfs
N/A ft
Inlet Control

Grades
Upstream Invert
Length 723.42 ft
107.00 ft Downstream Invert
Constructed Slope 720.39 ft
0.028318 ft/ft

Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 19.43 ft/s Depth, Downstream
Normal Depth
Critical Depth
Critical Slope 3.26 ft
2.79 ft
4.50 ft
0.008978 ft/ft

Section
Section Shape
Section Material
Section Size
Number Sections Circular
Concrete
60 inch
1 Mannings Coefficient
Span
Rise 0.013
5.00 ft
5.00 ft

Outlet Control Properties
Outlet Control HW Elev.
Ke 732.57 ft
0.50 Upstream Velocity Head
Entrance Loss 3.10 ft
1.55 ft

Inlet Control Properties
Inlet Control HW Elev. 733.84 ft
Inlet Type Square edge w/headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000 Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form Submerged
19.6 ft2
1
1
1
Title: 50243 - Walgreens Denver Project Engineer: RTF
p:\...\50243\engineering\calculations\50243.cvm CulvertMaster v3.1 [03.01.009.00]
07/20/10 03:12:18 OUBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 2
Culvert Designer/Analyzer Report
Culvert B
Analysis Component
Storm Event Design Discharge 263.00 cfs
Peak Discharge Method: User-Specified
Design Discharge 263.00 cis Check Discharge 324.00 cis
Tailwater Conditions: Constant Tailwater
Tailwater Elevation N/A ft
Name Description Discharge HW Elev. Velocity
Culvert-1 1-60 inch Circular 263.00 cfs 733.84 ft 19.43 ft/s
Weir Not Considered N/A N/A N/A
i
Title: 50243 - Walgreens Denver Project Engineer: RTF
p:\...\50243\engineering\calculations\50243.cvm CulvertMaster v3.1 [03.01.009.00]
07/20/10 03:12:18 FOMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2
W'aI rams Denver ar #RJR N Suit, IL" South fijdn mt,
t sa } 1400
Cmgmtg: Vanh Cardibm 20202 PROJECT NO. 50243 BY: RTF GaleJenesf CivilF.n alrinq 17?7M.176 Iasi
DATE: 07120110 T. M: RTF & Stone uran D64a wuwroWlteusrarc can-
REVISED: P.M.: RTF CULVERt DESIGN
TIME OF CONCENTRATION - BASIN A
Page 1 of 2
? ?W ?auth iryoa 57rPPE
LG11? n?AnlSli;Q. „We-1400
(:DldaeR A2GiWure Cfwlwe V"lhCaraliaa28202-
PROJECT NO. 50243 BY: RTF GQCe},?IieS'f e""`" "°y . rV 04 376 7851
stoN` a wao Qi~3o YiIPW (DEP?PHPUStpBf tJ111
DATE: 07120110 RTF
REVISED: P.M.: RTF CULVERT DESIGN
TIME OF CONCENTRATION - BASIN B
Page 2 of 2
La; 7 i tt Pir i(rJ 700 &wtk TryM strat

50243
PROJECT NO

BY:

RTF 9.44 1 d 00
rlmte rtteth ('rm7firn JMAIJ
GoleJeanest r TO 704.376 1555
. Fa.704. 3M 7841
DATE: 07i20i10 T.M.: RTF & Storrs u, t r
REVISED: P.M.: RTF RIPRAP APRON DESIGN
Tractive Force Procedure
Determine shear stress, T, at normal depth
T=yds
y = unit weight of water, 62.4 Ib/ft3
d = flow depth in feet = 4.67 ft (See attached FlowMaster calculation)
s = channel gradient in ft/ft = 0.015
T = (62.4 Ib/ft3) x (4.67 ft) x 0.015
T = 4.37 Ib/ft2
Td = Permissible Unit Shear Stress
If Td > T, then the riprap is considered acceptable
Therefore, choose Td >T
Using Table 8.05g, Td of 5.0 Ib/ft2 corresponds with riprap size of 12"
Determine riprap size for side slopes
dso (sides) = Kj/K2 X dso (bottom)
K, = 0.98 (Table 8.05h)
B = width of channel bottom = 2.8 ft
d = flow depth = 4.67 ft
B/d = 2.8/4.67 = 0.6
z = side slope = 2.5
K2 = 0.84 (Table 8.05i)
Angle of repose = 41.5° (d50 = 12 inches, angular)
Side slope, z = 2.5
dso(sides) = K, /K2 = 0.98/0.84 = 1.17'
Therefore, use d50 = 15" for side slopes
Thickness = 1.5 x largest rock in gradation
Page 1 of 1
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* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
x *
* RUN DATE 12JUN06 TIME 13:13:26
* *
*#******x*#«###*i******iiii#*****#x******

* * U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]
« *

X X XXXXXXX XXXXX X
X x x X X XX
X X
X
X X
?/
y
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y?
??y
xMM XXXX ?/?/y
X xxxxx x
X X X X X
X X X X X X

X y ?/?/?/ yX
X xxxxM y?/?/yAA
X XXX
M
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HEC1DB, AND
HEC1 KW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT
STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77
VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE
FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT PAGE 1
LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
*** FREE ***
1 ID 3509: WALGREENS EAST LINCOLN, LINCOLN COUNTY, NC
2 ID PROPOSED CULVERT DESIGN
3 ID ULTIMATE DEVELOPMENT CONDITIONS
4 IT 2 01JAN00 1200 1000
5 IN 60 01JAN00 1200
6 10 0 0
* 10-YEAR STORM
x
7 KK A-10
8 KM TOTAL AT DRIVEWAY CULVERT
9 KO 3 1
10 BA 0.10109
11 LS 0 87
12 PB 4.90
13 PC 0 0.01 0.02 0.04 0.05 0.07 0.08 0.10 0.12 0.15
14 PC 0.19 0.24 0.66 0.78 0.82 0.86 0.88 0.90 0.92 0.94
15 PC 0.96 0.97 0.98 0.99 1
16 LID 0.17
17 KK B-10
18 KO 3 1
19 BA 0.09313
20 LS 0 83
21 UD 0.13

I
72 PC 0.96 0.97 0.98 0.99 1
73 UD 0.17
74 KK B-100
75 KO 3 1
76 BA 0.09313
77 LS 0 83
78 UD 0.13
HEC-1 INPUT
LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
79 KK TOT-100
80 KM TOTAL AT HWY. 73 CULVERT
81 KO 3 1
82 HC 2
83
84 ZZ
1#*#+t+##x*xxxxxxxxxw*r**r*#*#+r++*xxxxxx#
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
x x
* RUN DATE 12JUN06 TIME 13:13:26
x x
x****#xx+xxxxxx*x+xx+++**+++#x*++#xx*xx#*
PAGE 3
# #
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]
* *
*#*#*#*#*****#*#####*********#*******##
3509: WALGREENS EAST LINCOLN, LINCOLN COUNTY, NC
PROPOSED CULVERT DESIGN
ULTIMATE DEVELOPMENT CONDITIONS
610 OUTPUT CONTROL VARIABLES
IPRNT 0 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
WIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 1JAN 0 STARTING DATE
ITIME 1200 STARTING TIME
NQ 1000 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2JAN 0 ENDING DATE
NDTIME 2118 ENDING TIME
(CENT 19 CENTURY MARK
COMPUTATION INTERVAL .03 HOURS
TOTAL TIME BASE 33.30 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
* *

11 LS
16 UD
. 00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
SCS LOSS RATE
STRTL .30 INITIAL ABSTRACTION
CRVNBR 87.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
SCS DIMENSIONLESS UNITGRAPH
TLAG .17 LAG
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
UNIT HYDROGRAPH
27 END-OF-PERIOD ORDINATES
22. 68. 141. 219. 258. 260. 234. 196. 145. 105.
78. 60. 45. 33. 25. 18. 14. 10. 8. 6.
4. 3. 3. 2. 1. 1. 0.
HYDROGRAPH AT STATION A-10
TOTAL RAINFALL = 4.90, TOTAL LOSS = 1.43, TOTAL EXCESS= 3.47
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 115. 12.00 30. 9. 7. 7.
(INCHES) 2.738 3.473 3.473 3.473
(AC-FT) 15. 19. 19. 19.
CUMULATIVE AREA = 10 SQ MI
RkR kRR RRR RRR kRR k## ### ### tfifi ### ### *f# fR* #*f ff# kk# *** *** #** i#* kkk R## #*# *** i## **f fi#* Rk* k*# #*# RkR *** R#R
k *
17 KK # B-10 `
I R
20 LS
21 UD
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
SCS LOSS RATE
STRTL .41 INITIAL ABSTRACTION
CRVNB R 83.00 C URVE NUMBER
RTIMP .00 PERCENT IMPERVI OUS AREA
SCS DIMEN SIONLESS UNITGRAPH
TLAG .13 LAG
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
xxx
UNIT HYDROGRAPH
21 END-OF-PERIOD ORDINATES
38. 122. 242. 304. 297. 248. 175. 116. 81. 57.
39. 27. 18. 13. 9. 6. 4. 3. 2. 1.
1.
HYDROGRAPH AT STATION B-10
TOTAL RAINFALL = 4.90, TOTAL LOSS = 1.82, TOTAL EXCESS= 3.08
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 98. 12.00 25. 8. 6. 6.
(INCHES) 2.453 3.084 3.084 3.084
(AC-FT) 12. 15. 15. 15.
CUMULATIVE AREA = .09 SQ MI
xxxxxxxxxxxxxx
x x
22 KK x TOT-10
x x
xxxxxxxxxxxxxx
TOTAL AT HWY. 73 CULVERT
24 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

30 LS
35 LID
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
SCS LOSS RATE
STRTL .30 INITIAL ABSTRACTION
CRVNBR 87.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOU!
SCS DIMENSIONLESS UNITGRAPH
TLAG .17 LAG
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
'AREA
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.01 .01 .01
.01 .01 .01
.01 .01 .01
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
UNIT HYDROGRAPH
27 END-OF-PERIOD ORDINATES
22. 68. 141. 219. 258. 260. 234. 196. 145. 105.
78. 60. 45. 33. 25. 18. 14. 10. 8. 6.
4. 3. 3. 2. 1. 1. 0.

39 LS
40 UD
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00
SCS LOSS RATE
STRTL .41 INITIAL AB STRACT ION
CRVNBR 83.00 C URVE NUMBER
RTIMP .00 PERCENT IMPERVI OUS AREA
SCS DIMENSIONLESS UNITGRAPH
TLAG . 13 LAG
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.01 .01 .01
.01 .01 .01
.01 .01 .01
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
UNIT HYDROGRAPH
21 END-OF-PERIOD ORDINATES
38. 122. 242. 304. 297. 248. 175. 116. 81. 57.
39. 27. 18. 13. 9. 6. 4. 3. 2. 1.
1.

HYDROGRAPH AT STATION B-25
TOTAL RAINFALL = 5.80, TOTAL LOSS = 1.89, TOTAL EXCESS = 3.91
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
-
48 BA SUBBASIN CHARACTERISTICS
TAREA .10 SUBBASI N AREA
PRECIPI TATION DATA
50 PB STORM 6.50 BASIN TOTAL PRECIPITATION
51 PI INCR EMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
4 ? Y
51 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
0 + 4
CUMULATIVE AREA = .19 SQ MI

**************
* Y
64 KK A-100 "
TOTAL AT DRIVEWAY CULVERT
66 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PL OT SCALE
5 IN TIME DATA FOR INPUT TIME SERIES
JXMIN 60 TIME INTERVAL IN MINUTES
JXDATE 1JAN 0 STARTING DATE
JXTIME 1200 STARTING TIME
SUBBASIN RUNOFF DATA
67 BA SUBBASIN CHARACTERISTICS
TAREA .10 SUBBASIN AREA
PRECIPITATION DATA
69 PB STORM 6.90 BASIN TOTAL PRECIPITATION
70 PI INCREMEN TAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
10

74 KK B-100
75 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
76 BA SUBBASIN CHARACTERISTICS
TAREA .09 SUBBASIN AREA
PRECIPITATION DATA
69 PB STORM 6.90 BASIN TOTAL PRECIPITATION
70 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
w . 6
. LL r
79 KK TOT-100
TOTAL AT HWY. 73 CULVERT
81 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
*** HEC-1 ERROR 1 *** INVALID CARD IDENTIFICATION CODE OR CARD OUT OF SEQUENCE
CARD NO. 83
82 HC HYDROGRAPH COMBINATION
(COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE
HYDROGRAPH AT STATION TOT-100
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 324. 12.00 85. 27. 19. 19.
(INCHES) 4.052 5.167 5.167 5.167
(AC-FT) 42. 54. 54. 54.
CUMULATIVE AREA = .19 SQ MI
1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
+ 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
+ A-10 115. 12.00 30. 9. 7. .10
HYDROGRAPH AT
+ B-10 98. 12.00 25. 8. 6. .09
2 COMBINED AT
+ TOT-10 213. 12.00 54. 17. 12. .19
HYDROGRAPH AT
+ A-25 141. 12.00 37. 12. 8. .10
HYDROGRAPH AT
+ B-25 122. 12.00 31. 10. 7. .09
2 COMBINED AT
+ TOT-25 263. 12.00 68. 22. 16. .19
HYDROGRAPH AT
+ A-50 161. 12.00 43. 14. 10. .10
HYDROGRAPH AT
+ B-50 141. 12.00 36. 11. 8. .09
2 COMBINED AT
+ TOT-50 302. 12.00 79. 25. 18. .19
HYDROGRAPH AT

STORMWATER
WATER QUALITY DESIGN
0 M W
NCDENR Sand Filter Calculation
WALGREENS - STORE NO. 13036
CJS PROJECT NO.: 50243
ATE: 09.29.10 BY: DJM
EVISED: RVW: RTF
Charlotte
Wilmington
+ColeJenest Raleigh
& Stone
Land Planning + Landscape Architecture + Civil Engineering + Urban Design
*Note: The Water Quality Protection Volume (WQv) is the runoff volume
required when designing a BMP to treat the runoff from a 1-inch rainfall event.
Rv = 0.05 + 0.009( 1 )
Rv = Volumetric Runoff Coefficient (Runoff/Rainfall) - unitless
I = % Impervious
WQv = (1.0*Rv*A)/12
WQv = Water Quality Volume based on the 1-inch, 6-hour storm event (Ac. Ft.)
WQv (Adj) = Adjusted Water Quality Volume = 0.75*WQv
A = Total Drainage Area (ac)
("Simple Method" - Schueler, 1987)
.T. = 80 Percent Impervious
1.99 Acres
Rv = 0.77
Answer
WQv = 0.128 Ac. Ft.
5562 Cubic Feet Required
WQv (Adj) = 4172 Cubic Feet
IIMAXIMUM HEAD CALCULATIONS FOR FILTER
hmaxfifter = WQv (Adj) / [As + Af], 2'- 6'
hmaxfllter = WQv Ad' As + A
ft ft-3 ft-2
2.0 4172 2086
3.0 4172 1391
4.0 4172 1043
5.0 4172 834
6.0 4172 695
IISURFACE AREA CALCULATIONS
As = Sedimentation Basin Surface Area = [240*Rv*Ad]*Rd
Af = Filter Bed Surface Area = (WQv)(df)/[(k)(hf+df)(tf)]
As (min.) = 368 Sq. Ft.
As (actual) = 560 Sq. Ft.
Coefficient of permeability, k = 3.5 ft/day
Height of water (ha) must be max 3:1 side slope and max 12" depth, average head
Drain time (tf) must be within 40 hours (1.66 days)
Filter bed depth (df) must be 1.5ft minimum
Fill in Values:
k = 3.5 ft./day
df = 2 feet
he = 2 feet
tf = 1.66 days
Answer:
Af (min.) = 479 Square Feet Required
For Sand Filter Bed
Af (actual) = 560
Check [As + Af] * hmaxfllter >= WQv (Adj)
[As + At] * hmaxfllter = 4480 OK
WQv (Adj) = 4172
150 Fayetteville Street, Suite 95o Raleigh, NC 27601
;_919 719 1800=,919 719 1819 www.colejeneststone.com
Charlotte
Raleigh
Wilmington
September 28, 2010
Mr. Alan D. Johnson
ColeJenest North Carolina Department of Environment and Natural Resources
Division of Water Quality
& Stone 610 East Center Avenue, Suite :301
Mooresville, North Carolina 28115
Shaping the Environment Re: 50243 - Walgreens Store No. 13036
Realizing the Possibilities
Dear Alan:
The following is offered in response to your plan review comments for the referenced
project, dated September 10, 2010.
Comment
Post construction stormwater measures are required for the entire site.
Response
The project developer, Morgan Property Group, will only purchase and develop the 2.4-
acre tract for the Walgreens. For purposes of the 401 Water Quality Certification, this is
the project area. The adjacent properties to the north and west remain under separate
ownership and there are no current plans for development. Morgan Property Group
maintains no interest in the adjacent parcels. The access road to the north, behind the
Land Planning Walgreens, is being constructed under a joint agreement between the three individual
+ property owners, Lincoln County, and NCDOT. The road will not be owned by Morgan or
Landscape Architecture Walgreens; they will simply have access to it via easement agreement. The Corps of
Engineers has modified the General Permit Verification to reflect the correct project area
Civil Engineering of 2.44 acres. Drainage inlets D1, D2, D3, and B2 collect offsite drainage only, which is
not subject to treatment regulations. Drainage inlets C1, C2, and C3 are being installed
Urban Design as blind inlets for future use by the ac..-:jacent property developer such that future cutting of
the pavement can be avoided. Under the current plan, no drainage will be collected in
these inlets.
Comment
The proposed culvert does not line up with the stream.
Response
The alignment of the 72-inch culvert has been adjusted to better align with the existing
channel.
Comment
Given the size of the culvert and the :rize of the stream, flood plain benches are required
immediately up and downstream of .'he culvert.
Response
The culvert realignment working in conjunction with the energy dissipation measures
which have been incorporated into the plan should alleviate concerns with bank erosion
immediately up and downstream of the culvert. The overbank areas will be stabilized with
willow cuttings and other plant materials as part of the proposed buffer enhancement
plan, achieving the effect of a constructed flood plain bench.
Comment
Check dam is shown in :he stream on the downstream end of the culvert. If the coffer
dam is constructed property, this should not be required.
Response
The referenced check dam has bc;en eliminated and a revised detail for the coffer dam
and temporary bypass pump has been incorporated into the plan. Areas of temporary

II

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50243 - Walgreens Stare No. 113036
September 23, 2010
Page 2
?i
stream impact above and below the culvert have been accounted for in the 145 LF of
permitted stream impact.
Comment
The grass swale from the sand filter is shown constructed to the top of bank of the
stream. Can the swale be terminated prior to entering the buffer?
Response
The elevations of the drainage system are such that it is not possible to discharge the
sand filter at the upland side of the buffer. The proposed discharge channel enters the
existing stream at the existing streari invert elevation, immediately upstream of the
exiting culvert at NC73, and within an area of the stream that has already has rip rap
stabilization in place. The plan specifies that the discharge channel be stabilized with a
permanent erosion control fabric (worth American Green C350). A plunge pool type
energy dissipation device has been added at the end of the discharge channel to further
limit the potential for eroaive impact at the stream.
Comment
Pump around of the stream should he discharged through a well buffered area prior to
entering the stream or the flow pimped through a silt/filter bag and released.
Response
A revised detail for the temporary bypass pump operation that includes a silt bag on the
pump discharge line has been incorporated into the plan.
Comment
During discussions at the Site it was stated that the culvert is at a 5% grade which may
cause scouring of the stream without a dissipation pad.
Response
The proposed culvert slope is dictated by the existing stream invert elevations at the
culvert entrance and exit. The invert of the culvert is specified to be buried 1 ft below the
existing base of the channel in accordance with permit requirements. A plunge pool
constructed of Class II rip rap material has been added below the culvert discharge to
provide energy dissipation.
Two copies of the revised plans, supporting calculations, and permit application are
attached for your review. Please contact our office for further information, as required.
Best regards,
COLEJENEST & STONE, P.A.
R. Todd Fisher, PE
Senior Project Manager
reg
cc: Mr. Trey Morgan - MPG
Mr. Mark Romulus - LQV
Mr. Michael S. Cole, Sr., RLA, LEED AP - CJS
P:\SDSKPROJ\50243\_ Correspondences\2010\Ietter\092.'1 Johnson, A., Comment Response.doc
Appendix A
Pre Construction
Notification
1@@@OW@ I
OCT 1 2 2010
!ADS AN STOR.Q4VATE BRANCH
LandQuest Ventures, LLC
Environmental S e r v i c e s
o/a?oFrywja rE?9oc
O Niii? Y
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 El Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1c. 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
1 g. 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: Proposed Walgreens Store #13036
2b. County: Lincoln
2c. Nearest municipality / town: Denver
2d. Subdivision name: N/A
2e. NCDOT only, T.I.P. or state
project no: N/A
3. Owner Information
3a. Name(s) on Recorded Deed: Mr. Tony Jones
3b. Deed Book and Page No. 2066-76 Plat Book 14-387
3c. Responsible Party (for LLC if
applicable): Mr. Trey Morgan, Denver I Realty, LLC
3d. Street address: 13024 Ballantyne Corporate Place, Suite 250
3e. City, state, zip: Charlotte, NC 28277
3f. Telephone no.: 704-909-4500
3g. Fax no.: 704-909-4501
3h. Email address: [e-mail]
Page I of 11
PCN Form - Version 1.3 December 10, 2008 Version
4. Applicant Information (if different from owner)
4a. Applicant is: ? Agent ® Other, specify:
4b. Name: Mr. Trey Morgan
4c. Business name
(if applicable): Denver I Realty, LLC
4d. Street address: 13024 Ballantyne Corporate Place, Suite 250
4e. City, state, zip: Charlotte, NC 28277
4f. Telephone no.: 704-909-4500
4g. Fax no.: 704-909-4501
4h. Email address: [e-mail]
5. Agent/Consultant Information (if applicable)
5a. Name: Mr. Mark S. Romulus
5b. Business name
(if applicable): LandQuest ventures, LLC
5c. Street address: 300 Holmes Boulevard
5d. City, state, zip: Yorktown, VA 23692
5e. Telephone no.: 757-268-9480
5f. Fax no.: N/A
5g. Email address: [e-mail]
Page 2 of 11
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): 87827
1b. Site coordinates (in decimal degrees): Latitude: 35.450 Longitude: - 80.988
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size: 2.44 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to Forney Creek
proposed project:
2b. Water Quality Classification of nearest receiving water: C
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:
Undeveloped secondary-growth woodland
3b. List the total estimated acreage of all existing wetlands on the property:
0.014
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
290
3d. Explain the purpose of the proposed project:
Develop a Walgreens pharmacy
3e. Describe the overall project in detail, including the type of equipment to be used:
Project will require the use of heavy construction equipment including: bulldozers, front-end loaders, compaction rollers,
cement trucks, and haulers for clearing, soil cut and fill, soil compaction, cement laying, and utility trenching. Proposed
road will be constructed from Business 16 and later connected to proposed parking lot surrounding the pharmacy
building. Foundation will need to be constructed to support pharmacy structure. Some upland trees outside of the
streamside buffer and a small portion of the existing onsite stream will be impacted.
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:
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: LandQuest Ventures, LLC
Name (if known): Mark S. Romulus Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
July 9, 2010

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.
2005, 2010
Page 3 of 11
PCN Form - Version 1.3 December 10, 2008 Version
6. Future Project Plans
6a. Is this a phased project? ? Yes ® No
6b. If yes, explain.
Page 4 of 11
PCN Form - Version 1.3 December 10, 2008 Version
C. Proposed Impacts Inventory
1. Impacts Summary
la. 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
number -
Type of impact
Type of wetland
Forested Type of jurisdiction
(Corps - 404, 10
Area of impact
Permanent (P) or (if known) DWQ - non-404, other) (acres)
Temporary
W1 ®P ? T Pipe culvert - road PEM ® Yes
? No ® Corps
? DWQ 0.0005
crossing
W2 ®P ? T Pipe culvert-road PEM ® Yes
? N ® Corps
? DWQ 0.0075
crossing o
? Yes ? Corps
W3 ? P ? T ? No ? DWQ
? Yes ? Corps
W4 ? P CJ T ? No ? DWQ
? Yes ? Corps
W5 ? P [:1 T ? No ? DWQ
? Yes ? Corps
W6 ? P [] T ? No ? DWQ
2g. Total wetland impacts 0.008

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.
3d. 3e. 3f. 39
3a. 3b. 3c.
Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
length
t
ream
number - (PER) or (Corps - 404, 10 s
width (linear
Permanent (P) or intermittent DWQ - non-404,
(INT)? other) (feet) feet)
Temporary (T)
S1 ®P ? T Pipe culvert - road
crossing UT - Forney Creek ® PER
® INT ® Corps
? DWQ 3.5 145
? PER ? Corps
S2 ? P ? T ? INT ? DWQ
? PER ? Corps
S3 ? P ? T ? INT ? DWQ
? PER ? Corps
S4 ? P ? T ? INT 0 DWQ
? PER ? Corps
S5 ? PEI T ? INT ? DWQ
? PER ? Corps
S6 ? P ? T ? INT ? DWQ
3h. Total stream and tributary impacts 145

% rnmmantc•
Page 5 of 11
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. 4b. 4c. 4d. 4e.
Open water Name of waterbody
impact number - (if applicable) Type of impact Waterbody type Area of impact (acres)
Permanent (P) or
Temporary
01 ?POT
02 ?POT
03 ?P?
04 ?POT
4f. Total open water impacts
4g. Comments: N/A
5. Pond or Lake Construction
If and or lake construction proposed, then complete the chart below.
5a. 5b. 5c. 5d 5e.
Wetland Impacts (acres) Stream Impacts (feet) Upland
Pond ID Proposed use or purpose (acres)
number of pond
Flooded Filled Excavated Flooded Filled Excavated Flooded
P1 NIA
P2
5L Total
5g. Comments:
5h. Is a dam high hazard permit required?
? Yes ®No If yes, permit ID no:
5i. Expected pond surface area (acres): N/A
5j. Size of pond watershed (acres): NIA
5k. Method of construction: N/A
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 impact required?
B1 ? P ®T Road
crossing UT - Forney Creek ? Yes
® No 7,178 2,416
B2 ? P ? T ? Yes
? No
B3 ? P [] T ? Yes
? No
6h. Total buffer impacts 7,178 2,416
6i. Comments: Vegetation enhancements will be made to the existing riparian buffer per the Lincoln County variance
Page 6 of 11
PCN Form -Version 1.3 December 10, 2008 Version
requirement. See enclosed.
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Road width reduced from 40 feet to 29 feet
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
See above.
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? ? 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:
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:
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 7 of 11
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 8of11
PCN Form - Version 1.3 December 10, 2008 Version
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
la. Does the project include or is it adjacent to protected riparian buffers identified ? Yes ® No
within one of the NC Riparian Buffer Protection Rules?
1b. If yes, then is a diffuse flow plan included? If no, explain why.
? Yes No
Comments:
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 60%
2b. Does this project require a Stormwater Management Plan? ® Yes ? No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
This proposed project will incorporate a sand filter to capture and treat anticipasted stormwater runoff from the 1-inch
rainfall. The sand filter will be designed in accordance with the NCDENR Stormwater Practices Manual.
? 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? Lincoln County
? Phase 11
3b. Which of the following locally-implemented stormwater management programs ? NSW
? USMP
apply (check all that apply): ? Water Supply Watershed
? Other. None
3c. Has the approved Stormwater Management Plan with proof of approval been ? Yes ® No
attached?
4. DWQ Stormwater Program Review

? Coastal counties
? HQW
4a. Which of the following state-implemented stormwater management programs apply ? ORW
(check all that apply): ? Session Law 2006-246
? Other: None
4b. Has the approved Stormwater Management Plan with proof of approval been
? Yes No
attached?
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 9 of 11
PCN Form - Version 1.3 December 10, 2008 Version
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
I a. 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)?
1c. 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 $EPA final approval
letter.) ? Yes ? No
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 El 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.
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.
The proposed project will connect to the existing sanitary sewer system operated by Lincoln County Department of Public
Works. The wastewater is treated at the Middle Forney Creek Wastewater Treatment Facility.
Page 10 of 11
PCN Form - Version 1.3 December 10, 2008 Version
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page it of 11
PGN Form - Venom 11 December 10. 2008 Vetsloh
Appendix B
Agent Authorization
LandQuest Ventures, LLC
Environmental S e r v i c e s
L MOM"
06/09/2029 08:25 2044831600 MELANIE JONES PAGE 01
SAMPLE AGENT AUTHORIZA'T'ION I (W
PROPERTY LEGAL nESCMPI WN:
1.01' 40. PLAN N0.._ PARCEL ID.
STREET AWREM: W W C: IV C
Please l":
Property Owner. r` t ?e rt C.
y --- ---- --T.-
The ?+0^?. ri9t?ered property o+Nners of the abwr noted
(Ca+Melor / Aom t) (Nom or MtKm
!a act on my behalf and talm W actions neoessary fix ttfe promor
0* pv"* or aeifteiion and any and al st mdwd and speclM con
Prowty Owners Ad*m (if dlI%ent dlwen property above):
._..1415 kiluye Qrefefy,4 To, &yj ill, It
Teiaphone: 110 4 -- ?z -17- Z- 3
We hereby certify tht above WfonroWn submItted in this
best of our knowledge.
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, do hereby autllorlne
firm)
asumce and aooeptance of
om allafied.
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Authorized Signature - - - ^ - Auft razed Sk
Date: Date: ----
U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID. SAW-2010-00882 County: Lincoln USGS Quad: Lowesville
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner / Authorized Agent: Denver I Realty, LLC, Attn: Trey Morgan
Address: 14120 Ballantyne Corporate Place, Suite 460
Charlotte, NC 28277
Telephone No.:
Size and location of property (water body, road name/number, town, etc.): Walgreens Store #13036
located on a 2.44 acre tract in the NW quadrant of NC 16 and NC 73, near Catawba Springs
Description of projects area and activity: This permit authorizes impacts to 145 LF of a UT-Forney
Creek and 0.006 acre of wetlands in association with construction of a road crossing to serve a new
Walgreens store.
Applicable Law: ® Section 404 (Clean Water Act, 33 USC 1344)
? Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number:
Nationwide Permit Number: 39
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the
attached conditions and your submitted plans. Any violation of the attached conditions or deviation from your
submitted plans may subject the permittee to a stop work order, a restoration order and/or appropriate legal action.
This verification is valid until the NWP is modified, reissued, or revoked. All of the existing NWPs arc
scheduled to be modified, reissued, or revoked prior to March 18, 2012. It is incumbent upon you to remain
informed of changes to the NWPs. We will issue a public notice when the NWPs are reissued. Furthermore, if you
commence or are under contract to commence this activity before the date that the relevant nationwide permit is
modified or revoked, you will have twelve (12) months from the date of the modification or revocation of the NWP
to complete the activity under the present terms and conditions of this nationwide permit.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality
Certification. You should contact the NC Division of Water Quality (telephone [phone]) to determine
Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area
Management Act (CAMA), prior to beginning work you must contact the N.C. Division of Coastal Management.
This Department of the Army verification does not relieve the permittee of the responsibility to obtain any other
required Federal, State or local approvals/permits.
If there are any questions regarding this verification, any of the conditions of the Permit, or the Corps of
Engineers regulatory program, please contact Steve Chapin at 828-271-7980.
Corps Regulatory Official Steve Chapin Date: July 9, 2010
Expiration Date of Verification: March 18, 2012
The Wilmington District is committed to providing the highest level of support to the >?j 1?"Cye we
continue to do so, please complete the attached customer Satisfaction Survey or visil Now
C 8
http://www.saw.usace.army.mil/WETLANDS/index.html to complete the survey on tne.
SEP 2 0 2010
pm. No.,
Determination of Jurisdiction:
A. ? Based on preliminary information, there appear to be waters of the US including wetlands within the above
described project area. This preliminary determination is not an appealable action under the Regulatory
Program Administrative Appeal Process ( Reference 33 CFR Part 331).
B. ? There are Navigable Waters of the United States within the above described project area subject to the
permit requirements of Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act.
Unless there is a change in the law or our published regulations, this determination may be relied upon for a
period not to exceed five years from the date of this notification.
C. ® There are waters of the US and/or wetlands within the above described project area subject to the permit
requirements of Section 404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the
law or our published regulations, this determination may be relied upon for a period not to exceed five years
from the date of this notification.
D. ? The jurisdictional areas within the above described project area have been identified under a previous action.
Please reference jurisdictional determination issued _ Action ID
Basis of Jurisdictional Determination: The site contains wetlands as determined by the USACE 1987 Wetland
Delineation Manual and is adjacent to a stream channel that exhibits indicators of ordinary high water marks. The
stream channel on the property is an unnamed tributary to Forney Creek which flows into the Catawba River and
ultimately flows to the Atlantic Ocean through the Forney Creek>Dutchman's Creek>Catawba River system which
is a Section 10 navigable-in-fact waterway at Lake Wylie.
Appeals Information: (This information does not apply to preliminary determinations as indicated by paragraph A.
above).
Attached to this verification is an approved jurisdictional determination. If you are not in agreement with that
approved jurisdictional determination, you can make an administrative appeal under 33 CFR 331. Enclosed you will
find a Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal
this determination you must submit a completed RFA form to the following address:
District Engineer, Wilmington Regulatory Program
Attn: Steve Chapin, Project Manager
151 Patton Avenue, Room 208
Asheville, North Carolina 28801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the
criteria for appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of
the date of the NAP. Should you decide to submit an RFA form, it must be received at the above address within 60
days from the Issue Date below.
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this
correspondence.**
Corps Regulatory Official: Steve Chapin
Issue Date: July 9, 2010 Expiration Date: Five years from Issue Date
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORMS, PROJECT PLANS, ETC.,
MUST BE ATTACHED TO THE FILE COPY OF THIS FORM, IF REQUIRED OR AVAILABLE.
Copy Furnished:
LandQuest Ventures, LLC