20041949 Ver 1_COMPLETE FILE_20041208

1_%
O?O? W H T ?9pG

1?5
Mr. David Baker
Cogdell & Spencer Advisors
4401 Barclay Downs Drive, Suite 300
Charlotte, NC 28209-4670
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
January 30, 2007
DWQ Project # EXP 04-1949
Cumberland County
POST-CONSTRUCTION INSPECTION-EXPRESS REVIEW PROGRAM
Subject Property: Cape Fear Valley North Outpatient Center
Dear Mr. Baker:
On January 23, 2007, Cynthia Van Der Wiele and Lia Myott conducted an on-site 401 Water Quality
Certification compliance inspection of the Cape Fear Valley North Outpatient Center in Fayetteville,
North Carolina. Compliance inspections are required for all Express Review projects. This letter is to
inform you of the following items that need to be addressed on your site:
1) Stormwater Detention Pond: DWQ staff observed a lack of sufficient vegetation along the
vegetated 10-foot aquatic (littoral) shelf of the stormwater pond depicted on the approved
stormwater plan. Only a small strip of rush (Juncus sp.) was noted along this area. Please replant
the pond to original specifications. Additionally, having a planted littoral shelf helps to dissuade
geese from inhabiting the pond (see attached Urban Waterways publication). The aquatic shelf is
on a 10:1 gradient extending into the pond; DWQ suggests the following plants:
Deeper areas with a water depth of 6" or reg ater:
White water-lily (Nymphaea odorata)
Yellow pond-lily (Nuphar advena - formerly N. lutea)
Note: These species should be planted on approximately 3-foot centers either as bareroots or
small containers.
Areas with a water depth of 6" or less:
Softstem Bulrush (Schoenoplectus tabernaemontani),
Pickerelweed (Pontederia cordata),
Duck potato (Sagittaria latifolia),
Rose-mallow (Hibiscus moscheutos),
Swamp sunflower (Helianthus angustifolius),
Blue flag (Iris virginica),
Cardinal flower (Lobelia cardinalis),
Swamp milkweed (Asclepius incarnata)
Lizards tail (Saururus cernuus).
Note: These plants should be planted on approximately 3-foot centers either as bareroots, plugs
or small containers.
401 OversightlExpress Review Permits Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http://h2o.enr.state,nc.us/ncwetlands
Oe
NhCarolina
Naturally
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
Cape Fear Valley North Outpatient Center
Page 2 of 2
January 30, 2007
2) Jurisdictional Stream:
a. You are reminded that the adjacent stream is classified as Water Supply IV (WS-IV)
waters, and a 30-foot streamside buffer is required on a perennial stream as measured
from the top of the bank.
b. DWQ staff observed the formation of rills and erosion (attached photographs). There is a
high potential for degradation of the jurisdictional stream due to eroding fill soil within
the grassed area between the parking lot and the left side of the building (see Photo 1).
Additionally, the floodplain of the stream is eroding the fill and undermining the existing
sediment fence (see Photo 2). Please stabilize the eroding fill material and plant the
eroded floodplain with native wetland shrubs such as Gallberry (Ilex glabra), Sweet
Pepperbush (Clethra alnifolia), and Silky Dogwood (Cornus amomum).
If you have any questions, please telephone Lia Myott or Cynthia Van Der Wiele in the Central Office in
Raleigh at 919-733-1786.
Sin
cerely,
vain ?1.?,c.C?, ?? •?
A,4",J?
Cyndi Karoly,
401 Oversight/Express Review
Permitting Unit
CBK/cvdw/lem
Attachments: Photo Log, Urban Waterways (NC Cooperative Extension Publication)
cc: File Copy
USACE Wilmington Field Office
DWQ Fayetteville Regional Office
DLR Fayetteville Regional Office
Central Files
David Long, Health Pavilion North, 6387 Ramsey Street, Fayetteville NC 28311
Bob Zarzecki, S&EC, 11010 Raven Ridge Rd., Raleigh, NC 27614
Filename: 041949CFVall eyNOutpatientCenter(Cumberland)lnspection
.r
Photo 2: Stream floodplain
wetland shrubs in flood
North Outp
Inspection
Center
Lot!
401 Certification Compliance Inspection
Form A December 2006
K0
DWQ RO: 1f")
County:
401 No: li, , '. t '?
GC(s):
Project Type
Project Status
CAMA Major e
Approved E&SC Plane
State SW Permit?
? Yes ? No
? Yes ? No
Yes ? No
Site Name:
r4'?rt:i?+l°Cda?' !«? '
T rr?.
Owners Name:
All 7
Inspection Type:
Inspection Date:
Inspector:E
River Basin:
Stream Name: Z{n,?. `. :,,y i `?y?Kr^L?i ?tyy7i. kFeJ•r ,b??? rT,Rr., .
Class: ' ?'" ?, ': h
Does the inspection merit an NOV?
Permitted Impacts
Stream (If) Wetland (a)
Open Water (a) Buffer (sq. ft)
'iolation Impacts
tream Impacts-sediment (If) Wetland Impacts(a)
stream Impacts-other (If) Buffer Impacts (If)
)pen Water Impacts (a) Buffer Impacts (sq. ft)
tream Standard Violations
removal of Use?
)ther waste (in-stream sediment)?
urbidity?
ether violations observed?
? Yes No
Yes No
? Yes ? No
? Yes No
Estimated linear ft
Estimated linear ft
Wetland Standard violation(s)? I El Yes No Estimated area of impact (a)
Liquids, fill, or other solids?
Hydrological impacts (i.e. ditches in or adjacent to wetlands)?
Other wetland violations observed?
Wetland impacts confirmed by USACoE?
? Yes ? No
Yes ? No
Yes ? No
? Yes No
uffer Rule:
? Neuse
? Tar-Pam
? Catawba
? Randleman
On Topo and/or Soils Map?
Diffuse Flow Maintained? El Yes No
Vegetation removed? El Yes

Buffer Impact Zone I: El Yes El No Estimated linear ft
Buffer Impact Zone 2: ? Yes No Estimated linear ft
Comments:
Yes No

No
401 Certification Compliance Inspection
Form B December 2006
Permitted Impacts
Are there stream impacts beyond what was permitted (not including sediment)? ? Yes No N/A
Comments:
Are there open water impacts beyond what was permitted? ? Yes No N/A
Comments:
Are there wetland impacts beyond what was permitted (not including ditching)? ? Yes No N/A
Comments:
Are there buffer impacts beyond what was permitted? ? Yes I El No N/A
Comments:
General Certification and Additional Conditions: Issues/Observations:

14

Comments:
a
cy r
? _ ? wb? ? SQL ?? A{?
e??
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
December 30, 2004
DWQ Project # EXP 04-1949
Cumberland County
Mr. David Baker
Cogdell + Spencer Advisors
4401 Barclay Downs Drive, Suite 300
Charlotte, NC 28209-4670
Subject Property: Cape Fear Valley North Outpatient Center
APPROVAL OF STORM WATER MANAGEMENT PLAN
Dear Mr.Baker:
The Division of Water Quality (DWQ) has reviewed the Storm Water Management Plan prepared by your
engineer, Mr. Kevin Caldwell, GeoScience Group, Inc., and the additional information received
December 30, 2004. This Plan satisfies the Conditions of the 401 Water Quality Certification issued on
October 31, 2003 (DWQ Project No. 03-1226).
The structural storm water practices as approved by this Office as well as drainage patterns must be
maintained in perpetuity. No changes to the structural storm water practices shall be made without
written authorization from the Division of Water Quality. Storm water easements shall be recorded for a
distance of at least 10 feet on each side of all storm water conveyances on all lots containing these
structures including future access for maintenance. The storm water easements shall allow for the ability
to maintain the structures, perform corrective actions as described above and shall provide protection of
the structures from potential alternations by future property owners.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Cynthia Van Der Wiele, Ph.D. at 919-715-3473.
Sincerely,
Allt QtA WAA A
yndi Bell Karoly, Program Manager
401 Oversite, Express Review Program
CBK/cvdw
cc: DWQ Fayetteville Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Todd Preuninger, S&EC, 11010 Raven Ridge Rd., Raleigh, NC 27614
Kevin Caldwell, GeoScience Group, Inc., 500 Clanton Rd., Suite K, Charlotte, NC 28217
Filename: 041949CapeFearValleyNOutpatientCtr (Cumberland) StormApprov.doc
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650 One
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604 NorthCarolina
Phone: [phone] / FAX [phone] / Internet: http://h2o.enr.state.nc.us/ncvvetlands Naturallb,
An Epual Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
Ecosystem
PROGRAM
RECEIPT
Dave Baker
Cogdell Spencer Advisors, Inc. I
4401 Barclay Downs Drive, Suite 300
Charlotte, NC 28209-4670
Project: Cape Fear Valley Outpatient Clinic
County: Cumberland
Db?
APR 19
c ???5
""?MD S7 TER Qt,l'q?lY
April 11, 2005
DWQ#: 04-1949 (03-1226)
COE#: 200400017
The North Carolina Ecosystem Enhancement Program (NC EEP) has received a check in the amount of
$24,552.00, check number 20440, as payment for the compensatory mitigation requirements of the 401 Water
Quality Certification/Section 404 permit issued for the above referenced project. This receipt serves as
notification that the compensatory mitigation requirements for this project have been satisfied. Please note that
you must also comply with all other conditions of this certification and any other state, federal or local
government permits or authorization associated with this activity.
The NC EEP, by acceptance of this payment, acknowledges that the NC EEP is responsible for the
compensatory mitigation requirements associated with the project permit and agrees to provide the compensatory
mitigation as specified in the permit. The NC EEP will mitigate 0.90 acres of riparian wetlands in Cataloging
Unit 03030005 of the Cape Fear River Basin.
Payments to the Ecosystem Enhancement Program are not reimbursable unless a request for reimbursement is
received within 12 months of the date of this receipt. A letter must accompany requests for reimbursement from
the permitting agency stating that the permit and/or authorization has been rescinded.
If you have any questions or need additional information, please contact Carol Shaw at 919-733-5205.
cc: Cyndi Karoly, Wetlands/401 Unit
Lillette Granade, USACOE-Wilmington
Ken Averitte, DWQ Regional Office-Fayetteville
File
Rmtor'i?j... E ... PYDt"2Gt"GGL? Our .fta to
incerely, pD
. < if
illiam D. Gilmore, PE
Director
TM
RCDENR
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-715-0476 / www.nceep.net
SENDING CONFIRMATION
DATE DEC-30-2004 THU 1141
NAME DWQ-WETLANDS
TEL [phone]
PHONE : [phone]
PAGES : 2/2
START TIME : DEC-30 1140
ELAPSED TIME : 001 55"
MODE : ECM
RESULTS : OK
FIRST PAGE OF RECENT DOCUMENT TRANSMITTED...
A NCENR
North Carolina Department of Environment a
I)Mslon of Water Quality
%iicirael °. Eosby, 6u-lor
nd Natural Resources
,Nll,am 3. I loss. Jr., ficirclary
A'an W d'nrek, P E nlrerior
EXPRESS PERMIT REVIEW PROGRAM
Division of Water Quality
Department of Environmental and Natural Resource
Wetlands/401 unit
oarJ. Sane 2`17
Street Addrem: 2.31"1 crabiree Bonk
R,,,,gl,. NC 27604-2260
Mailing Address: 1650 \1s11 Service Cemrr
Ralcigh, NC 27699 16 SO
Contact Informatlou: Phone 4: 919 733 01"03
Fax 0: 919 733 6893
Fax To: David Raker Fax #: 7()4.940,79-19
Todd Prenninger 919.846.9167
Kt:vill Caldwell 704.525.20.51
Subject: Cape Fear Valley Nurllr Oulpatient ('tr. Stone Willer Management Plan
pate: 1-- enl xxr a0, 2004
Number of pages including cover sheet: 8 Z
Notes or special instmcliww -1he,n ignvd will he sent in the mail. If 1'nu 11a9c qua.atinrs Please call Debbie
Edward., at 919-733-9502.
'6:JM f<+#ef ,It, H r?rM1U„t• 941
... raw U CarUl lit
s' crrt? a ro.s +,+, a, rrr+r . I
a-.,~yrM1
1? E1il OCxTn!/ Ar n.?IN? D.-ch'ryn!• -. ?. a?'=r?7a4 ?f?q?{a?y? Pdg1
SENDING CONFIRMATION
SENDING CONFIRMATION
DATE DEC-30-2004 THU 11:36
NAME DWQ-WETLANDS
TEL [phone]
PHONE [phone]
PAGES 2/2
START TIME DEC-30 11=35
ELAPSED TIME 00'24"
MODE ECM
RESULTS OK
FIRST PAGE OF RECENT DOCUMENT TRANSMITTED...
??A
NCDENR
North Carolina Department of Envfmnmeni and Natural Resources
Division of Water Quality
Michael F. Eas ey. Cow- yrllian G- Pie SS. Ji. S-,,Wry
Alan W. Kh, w;k P =.. Olraatrr
EXPRESS PERhfIT REVIEW PROGRANI
Division of Water (Quality
Department of Environmental and Natural Resources
Wetlands/401 Unit
Street Addrrrr;: X321 Crabtree Boulevard. Sc.' 2511
R:deigh. NC 27604 2260
Mailing rl ddtrss: 16`0 Ma;l se" ice Cenci
Raleigh. ;VC -1694 1650
Contact Information: Pho- C 919-733-0203
I'rc #. 91Q-733-691
Fax To: David Baker Fax R: 704.940.1959
Todd Prcuninger 919.8'16.9'167
K-in Caldwell 704.525.2051
Subject: Cape Pear % ,alley North Outpatient Ctr. Shnnt. Watui Mauagcaileat Plan
Date: Deccmhvr 30, 2004
Number of pages including cover sheet: Z
Notes or special instrurtions: Thr original will be ,cot :n the nuii I. It SQL Ila ec quest,"- plca?c call Dabbic
Edwanls at 919 733-9.-,02,
•isw„wMrn r.?«,w naw?n. „r, a,-??., x=?,,e•, Orn:
n' c"rms 9a?•.w+, a,r Av:, w,.+p? •: rn r.-:.m ;:rev N?,Lth('.arol fin a
^nse.9'9L'>cM;razxi>r:: ,;xnrc«?m m?ir:, .n_ _:r.rm 1 t......//..
.nc?r nrM+:,vv:.rre: r.?•-.,r;n,b,.. .?r, %?.r?n:..c.+??ievv.,v ra«
e??
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
EXPRESS PERMIT REVIEW PROGRAM
Division of Water Quality
Department of Environmental and Natural Resources
Wetlands/401 Unit
Street Address: 2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
Mailing Address: 1650 Mail Service Center
Raleigh, NC 27699-1650
Contact Information: Phone #: [phone]
Fax #: [phone]
Fax To: David Baker Fax #: [phone]
Todd Preuninger 919.846.9467
Kevin Caldwell 704.525.2051
Subject: Cape Fear Valley North Outpatient Ctr. Storm Water Management Plan
Date: December 30, 2004
Number of pages including cover sheet: if 2
Notes or special instructions: The original will be sent in the mail. If you have questions please call Debbie
Edwards at 919-733-9502.
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: htto://h2o.enr.state.nc.us/newetlands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
NorthCarohna
;Vaturally
Project Name: Cape Fear Valley
Project No. DWQ 041949
POND 1
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations 0.9 . average depth status
Bottom of Basin (ft) 109
Permanent Pool (ft) 112 3 ft. depth ok
Temporary Pool (ft) 113.3 1.3 ft. depth ok
areas
Permanent Pool SA (sq ft)
20226
14577 sq. ft.
ok
Drainage Area (ac) 20.2 20053 based on avg depth ok
Impervious Area (ac) 7.7 38.1 %

volumes
Permanent Pool (cu ft) 17640
Temporary Pool (cu ft) 28750 28822 cu. ft. check tempo
Forebay (cu ft) 4200 23.8 % check forebc

other parameters
SA/DA 1.65 1.66 -
Orifice Diameter (in) 2 0.08 cfs drawdown
Design Rainfall (in) 1 3.9 day drawdown ok
Linear Interpolation of Correct SAIDA ***
3 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 30 1.34 1.893242361 1.08
Project Impervious 38.1 1.66 2.28 1.36
Next Highest 40 1.73 2.368356571 1.43
3 ft 4
Geotechnical, Environmental.
Civil, Water Resources,
Construction Materials &
Roofing Engineers
Geoscience
Group, Inc.
LETTER OF TRANSMITTAL
To: 401 Wetlands Certification Unit
2321 Crabtree Boulevard
Suite 250
Raleigh, North Carolina
Attn: Cynthia Van Der Wiele, Ph.D.
We are sending you: F7 Attached Under separate cover
Date: 11-16-04 Project No.: CH03.0497.CV
22/212
Co dell MOB
VIA: Overnight F-1 Regular Mail
The following items: e Shop Drawings Prints
Specifications u Copy of Letter
0 Pick-up = Hand Delivered/Couriered
Plans PDisks
Change Order Other
Copies Date No. Description
3 Full Civil Set with rev
3 Orifice design
THESE ARE TRANSMITTED as checked below:
For Approval As Requested Approved as Submitted Returned for Corrections
For your use For Review and Comment Approved as Noted
Remarks: p _3(9RHWfR nn
UEU 3 0 2004
DENR - WATERQum my
,. " - 'Nu zi IURUWATER BRANCH
Copy To: Signed: Joshua Rine
500 Clanton Road Charlotte, North Carolina Telephone Facsimile
Suite K 28217 704.525.2003 704.525.2051
0"k- ¢- -..
OUTPATIENT CENTER
FAYETTEVILLE, N.C.
COGDELL+SPENCER ADVISORS
REVISED CALCULATIONS
WATER QUALITY POND
ORIFICE
?v
1@@@flv2m
DEC 3 0 2004
DENfl - WAT"FF'
WETLI?r'JUS ANp ST64 TEUAL/Ty
R BRANCH
GEQSCIENCE
GROUP
Incorporated
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41-A 12i cAFF
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OUTPATIENT CENTER
FAYETTEVILLE, N.C.
COGDELL+SPENCER ADVISORS
REVISED CALCULATIONS
WATER QUALITY POND
ORIFICE
GEQSCIENCE
GROUP
Incorporated
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NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor
December 10, 2004
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. David Baker
Cogdell + Spencer Advisors
4401 Barclay Downs Drive, Suite 300
Charlotte, NC 28209-4670
Subject Property: Cape Fear Valley North Outpatient Center
REQUEST FOR MORE INFORMATION
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
DWQ Project # EXP 04-1949
Cumberland County
On December 8, 2004, the Division of Water Quality (DWQ) received the Storm Water Management
Plan for the above-referenced project. The DWQ has determined that the plan was incomplete and/or
provided inaccurate information as discussed below.
Please provide the following information so that we may continue to review your project.
• The orifice for the wet detention basin is too large for a drawdown period of 2 to 5 days.
• Please re-design the location of the inlet or outlet of the wet detention basin to eliminate potential
short-circuiting.
Please respond within three weeks of the date of this letter by sending five (5) copies this information in
writing. This letter only addresses the Storm Water Management Plan Application review and does not
authorize any impacts to wetlands, streams, or buffers. Please call Cynthia Van Der Wiele, Ph.D. at 919-
715-3473 if you have any questions regarding this issue.
Sincerely,
C ndi Karoly,
DWQ, Wetlands / 401 Unit
CBK/cvdw
cc: DWQ Fayetteville Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Todd Preuninger, S&EC, 11010 Raven Ridge Rd., Raleigh, NC 27614
Kevin Caldwell, Geoscience Group, Inc., 500 Clanton Rd., Suite K, Charlotte, NC 28217
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: hftp://h2o.enr.state.nc.us/ncwetiands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
NorthCarohna
Naturally
Project Name: Cape Fear Valley
Project No. DWQ 041949
POND 1
SUBMITTED DESIGN:
elevations
Bottom of Basin (ft) 109
Permanent Pool (ft) 112
Temporary Pool (ft) 113.3
areas
Permanent Pool SA (sq ft) 20226
Drainage Area (ac) 20.2
Impervious Area (ac) 7.7
volumes
Permanent Pool (cu ft) 17640
Temporary Pool (cu ft) 28750
Forebay (cu ft) 4200
other parameters
REQUIRED DESIGN:
0.9 average depth
3 ft. depth
1.3 ft. depth
14577 sq. ft.
20053 based on avg depth
38.1 %
28822 cu. ft.
23.8 %
SA/DA 1.6 1.66
Orifice Diameter (in) 4 0.34 cfs drawdown
Design Rainfall (in) 1 1.0 day drawdown
^" 2.75
Linear Interpolation of Correct SAIDA***
3 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 30 1.34 1.893242361
Project Impervious 38.1 1.66 2.28;
Next Highest 40 1.73 2.368356571
3 ft
?2. 9.oq
status
ok
ok
ok
ok
check tempo
check forebc
check drawn
1.08
1.36
1.43
4
SEDIMENT BASIN CALCULATIONS
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C A- 67A Ai"
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1

TEMPORARY DIVERSION
DITCH CALCULATIONS
Worksheet
Worksheet for Triangular Channel
Project Description
Worksheet TD #1
Flow Element Triangular Char
Method Manning's Forrr
Solve For Channel Depth
Input Data
Mannings Coeffic 0.035
Slope 0 10000 ft/ft
Left Side Slope 0.30 V : H
Right Side Slope 0.30 V : H
Discharge 3.74 cfs
Results
Depth 0.73 ft
Flow Area 1.8 ft'
Wetted Perimi 5.08 ft
Top Width 4.87 ft
Critical Depth 0.60 ft
Critical Slope 0.028230 ft/ft
Velocity 2.11 ft/s
Velocity Head 0.07 ft
Specific Eneq 0.80 ft
Froude Numb- 0.61
Flow Type Subcritical
Project Engineer: Kevin Caldwell
r:\...\2003 projects\cogdell mob\flow\d itches. fm2 Geosclence Group, Inc FlowMaster v6.0 [614b]
05/03/04 02:50:00 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
'ROM STATIOWRE.ACH: _ _. ,(TO STATION/REACH: 11 1 HYDRAULIC RESULTS
Discharge
cfs Peak Flow
Period hrs Velocity (fps) Area (sq.ft) Hydraulic
Radius(ft) Normal
Depth ft
3.7 0.1 1.65 2.24 0.39 0.59
COMPOSITE RESULTS
Low-Flow Channel
Depth ft Low Flow
Perimeter ft Channel
Perimeter ft Effective
Mannin 's'n' Shear Ratio
2.00 5.75 5.75 0.048 0.00
LINER RESULTS

Reach Matting Type
Stability Analysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(psf) Shear Stress
(psf)
Low Flow SC150BN Unvegetated 2.10 0.37 5.68 STABLE
Staple D
Side Slope 5150 Unvegetated 1.75 0.00 NIA STABLE
Staple D
L- Bottom 1
3.0 Width = 2.00 ft 3.0
SC1508N (n=0.048) Not to Scale

IORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.2
IORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
iSER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
***************************************************************************
'ROJECT NAME: TEMP. DITCH#1 PROJECT NO.:
:OMPUTED BY: DATE: 10/27/2004
ROM STATION/REACH: TO STATION/REACH:
?RAINAGE AREA: DESIGN FREQUENCY:

INPUT PARAMETERS
:hannel Discharge : 3.7 cfs (.10 m^3/s)
eak Flow Period : 0.08333 hours
:hannel Slope : 0.01 ft/ft (0.01 m/m)
:hannel Bottom W idth : 2.0 ft (.61 m)
eft Side Slope :3:1
:fight Side Slope :3:1
ow-Flow Lining Type : SC150BN Staple D
'ermissible Shear(TpL) : 2.10 psf (100.5 Pa)
,ide Slope Lining Type : S150 Staple D
'ermissible Shear(TpZ) : 1.75 psf (83.8 Pa)
ow-Flow Channel Depth :2. ft (.61 m)
ow-Flow Channel Perimeter : 5.75 ft (1.75 m)
***************************************************************************
CALCULATIONS
iitial Depth Estimate = 0.16 * (3.7 /(0.010^0.5))^0.375 = 0.62 ft (.19 m)
inal Channel Depth (after 176 iterations) =.59 ft (0.18 m)
low Area = (2.0 * 0.6)+(0.5 *0.59^2 * (3.0+3.0)) = 2.2 sq.ft (0.2 m^2)
Vet Per. =2.0 +(0.6*(((3.OA2)+1)^.5 +((3.0^2)+1)^.5)) = 5.8 ft (1.8 m)
lydraulic Radius = (2.2 / 5.8) = 0.4 ft (0.1 m)
:hannel Velocity =(1.486/0.048)*(0.4"0.667)*(0.010^.5) = 1.7 fps (0.5 m/s)
:hannel Effective Manning's Roughness = 0.048
:alculated Shear (Td) = 62.4 * 0.59 * 0.010 = 0.37 psf (17.7 Pa)
;afety Factor = (Tp/Td) = (2.10 /0.37) = 5.68
********** Side Slope Lining **********
;ide Shear Ratio (K1) [B/d = 2.0/0.59 = 3.4, Chart 13 HEC-15] = 0.00
lanning's Roughness = 0.052
:alculated Shear (Ts) = (K1 * Td) = 0.00 * 0.37 = 0.00 psf (0.0 Pa)
:safety Factor = (Tp/Ts) = (1.75 /0.00) = N/A
Worksheet
Worksheet for Triangular Channel
Project Description
Worksheet TD#2
Flow Element Triangular Char
Method Manning's Forrr
Solve For Channel Depth
Input Data
Mannings Coeffic 0.035
Slope 010000 ft/ft
Left Side Slope 0.30 V : H
Right Side Slope 0.30 V : H
Discharge 8.18 cfs
Results
Depth 0.98 ft
Flow Area 3.2 ft'
Wetted Perim, 6.81 ft
Top Width 6.52 ft
Critical Depth 0.82 ft
Critical Slope 0.025433 ft/ft
Velocity 2.56 ft/s
Velocity Head 0.10 ft
Specific Enerc 1.08 ft
Froude Numb, 0.65
Flow Type Subcdtical
Project Engineer: Kevin Caldwell
r:\...\2003 projects\cogdell mob\flow\ditches.fm2 Geoscience Group, Inc FiowMaster v6.0 [614b]
05/03104 02:50:35 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
ROM STATION/REACH: _.;)TO STATION/REACH:
..................
HYDRAULIC RESULTS
Discharge
cfs Peak Flow
Period hrs Velocity (fps) Area (sq.ft) Hydraulic
Radius ft Normal
De th ft
?a.2 0.1 2.22 3.76 0.52 0.84
COMPOSITE RESULTS
Low-Flow Channel
Depth ft Low Flow
Perimeter ft Channel
Perimeter ft Effective
Mannin 's'n' Shear Ratio
2.00 7.28 7.28 0.043 0.00
LINER RESULTS
AREA: ((DESIGN FREQUENCY:

Reach Matting Type
Stability Analysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class
I
Type
Density
Shear Stress
(psf)
Shear Stress
(psfj
Low Flow SC150BN Unvegetated 2.10 0.52 4.03 STABLE
Staple D
Side Slope S150 Unvegetated 1.75 0.00 N/A STABLE
Staple D
L- Bottom
3.0 Width = 2.00 ft 3.0
SC1508N (n=0.043) Not to Scale
****************************************************************************
ORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.2
ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
SER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
ROJECT NAME: TEMP. DITCH#2 PROJECT NO.:
OMPUTED BY: DATE: 10/27/2004
ROM STATION/REACH: TO STATION/REACH:
RAINAGE AREA: DESIGN FREQUENCY:

INPUT PARAMETERS
***************************************************************************
hannel Discharge : 8.2 cfs (.23 m^3/s)
eak Flow Period : 0.08333 hours
hannel Slope : 0.01 ft/ft (0.01 m/m)
hannel Bottom Width : 2.0 ft (.61 m)
E!ft Side Slope :3:1
ight Side Slope :3:1
:)w-Flow Lining Type : SC150BN Staple D
ermissible Shear(TpL) : 2.10 psf (100.5 Pa)
ide Slope Lining Type : S150 Staple D
ermissible Shear(TpZ) : 1.75 psf (83.8 Pa)
:)w-Flow Channel Depth :2. ft (.61 m)
:)w-Flow Channel Perimeter : 7.28 ft (2.22 m)
CALCULATIONS
Rial Depth Estimate = 0.16 * (8.4 /(0.010^0.5))^0.375 = 0.84 ft (.25 m)
inal Channel Depth (after 106 iterations) =.84 ft (0.25 m)
low Area = (2.0 * 0.8)+(0.5 *0.84^2 * (3.0+3.0)) = 3.8 sq.ft (0.3 m^2)
?et Per. =2.0 +(0.8*(((3.OA2)+1)^.5 +((3.0^2)+1)^.5)) = 7.3 ft (2.2 m)
ydraulic Radius = (3.8 / 7.3) = 0.5 ft (0.2 m)
hannel Velocity =(1.486/0.043)*(0.5^0.667)*(0.010^.5) = 2.2 fps (0.7 m/s)
hannel Effective Manning's Roughness = 0.043
alculated Shear (Td) = 62.4 * 0.84 * 0.010 = 0.52 psf (25.0 Pa)
afety Factor = (Tp/Td) = (2.10 /0.52) = 4.03
********** Side Slope Lining **********
ide Shear Ratio (K1) [B/d = 2.0/0.84 = 2.4, Chart 13 HEC-15] = 0.00
lanning's Roughness = 0.047
alculated Shear (Ts) = (K1 * Td) = 0.00 * 0.52 = 0.00 psf (0.0 Pa)
afety Factor = (Tp/Ts) = (1.75 /0.00) = N/A
Worksheet
Worksheet for Triangular Channel
Project Description
Worksheet TD#3
Flow Element Triangular Char
Method Manning's Four
Solve For Channel Depth
Input Data
Mannings Coeffic 0.035
Slope 015000 ft/ft
Left Side Slope 0.30 V : H
Right Side Slope 0.30 V : H
Discharge 3.88 cfs
Results
Depth 0.69 ft
Flow Area 1.6 ft'
Wetted Perim( 4.77 ft
Top Width 4.57 ft
Critical Depth 0.61 ft
Critical Slope 0.028092 ft/ft
Velocity 2.48 ft/s
Velocity Head 0.10 ft
Specific Eneq 0.78 ft
Froude Numb, 0.75
Flow Type Subcritical
Project Engineer: Kevin Caldwell
r:\...\2003 projects\cogdell mob\flow\ditches. fm2 Geoscience Group, Inc FlowMaster v6.0 (614b]
05/03/04 02:51:20 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
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DRTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.2
DRTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
3ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
ROJECT NAME: TEMP. DITCH#3 PROJECT NO.:
DMPUTED BY: DATE: 10/27/2004
ROM STATION/REACH: TO STATION/REACH:
RAINAGE AREA: DESIGN FREQUENCY:

INPUT PARAMETERS
-cannel Discharge : 3.9 cfs (A 1 m^3/s)
:ak Flow Period : 0.08333 hours
cannel Slope : 0.01 ft/ft (0.01 m/m)
cannel Bottom W idth : 2.0 ft (.61 m)
:ft Side Slope :3:1
ght Side Slope :3:1
)w-Flow Lining Type : SC150BN Staple D
?rmissible Shear(TpL) : 2.10 psf (100.5 Pa)
de Slope Lining Type : S150 Staple D
;rmissible Shear(TpZ) : 1.75 psf (83.8 Pa)
>w-Flow Channel Depth :2. ft (.61 m)
)w-Flow Channel Perimeter : 5.83 ft (1.78 m)
CALCULATIONS
itial Depth Estimate = 0.16 * (3.9 /(0.010^0.5))^0.375 = 0.63 ft (.19 m)
nal Channel Depth (after 160 iterations) =.61 ft (0.18 m)
ow Area = (2.0 * 0.6)+(0.5 *0.61 ^2 * (3.0+3.0)) = 2.3 sq.ft (0.2 m^2)
et Per. =2.0 +(0.6*(((3.OA2)+1)^.5 +((3.0^2)+1)^.5)) = 5.8 ft (1.8 m)
/draulic Radius = (2.3 / 5.8) = 0.4 ft (0.1 m)
cannel Velocity =(1.486/0.048)*(0.4^0.667)*(0.010^.5) = 1.7 fps (0.5 m/s)
cannel Effective Manning's Roughness = 0.048
3Iculated Shear (Td) = 62.4 * 0.61 * 0.010 = 0.38 psf (18.1 Pa)
3fety Factor = (Tp/Td) = (2.10 /0.38) = 5.56
********** Side Slope Lining **********
de Shear Ratio (K1) [B/d = 2.0/0.61 = 3.3, Chart 13 HEC-15] = 0.00
anning's Roughness = 0.052
3Iculated Shear (Ts) = (K1 * Td) = 0.00 * 0.38 = 0.00 psf (0.0 Pa)
3fety Factor = (Tp/Ts) = (1.75 /0.00) = N/A
Worksheet
Worksheet for Triangular Channel
Project Description
Worksheet TD#4
Flow Element Triangular Char
Method Manning's Forrr
Solve For Channel Depth
Input Data
Mannings Coeffic 0.035
Slope 010000 ft/ft
Left Side Slope 0.30 V : H
Right Side Slope 0.30 V : H
Discharge 3.74 cfs
Results
Depth 0.73 ft
Flow Area 1.8 ft2
Wetted Perimr 5.08 ft
Top Width 4.87 ft
Critical Depth 0.60 ft
Critical Slope 0.028230 ft/ft
Velocity 2.11 ft/s
Velocity Head 0.07 ft
Specific Ener( 0.80 ft
Froude Numb, 0.61
Flow Type Subcritical
Project Engineer: Kevin Caldwell
r:\...\2003 projects\cogdell mob\flow\ditches.fm2 Geosclence Group, Inc FlowMaster v6.0 [614b]
05/03/04 02:52:11 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
HYDRAULIC RESULTS
1cfs) ge Peak Flow
Period hrs Velocity (fps) Area (sq.ftJ Hydraulic
R adius ft Normal
De th ft
4 0.1 1.65 2.24 0.39 0.59
COMPO5I I L Rt6UL.I 5
Low-Flow Channel
Depth ft Low Flow
Perimeter ft Channel
Perimeter ft Effective
Mani in Shear Ratio
2.00 5.75 5.75 0.048 0.00
LINER RESULTS

Reach Matting Type
Stability Analysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(psf) Shear Stress
(psf)
Low Flow SC150BN Unvegetated 2.10 0.37 5.68 STABLE
Staple D
Side Slope 5150 Unvegetated 1.75 0.00 N/A STABLE
Staple D
3 Widthtto2 00 It 3
SC150BN (n=0.048) Not to Scale

ORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.2
ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
SER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
***************************************************************************
ROJECT NAME: TEMP. DITCH #4 PROJECT NO.:
OMPUTED BY: DATE: 10/27/2004
ROM STATION/REACH: TO STATION/REACH:
RAINAGE AREA: DESIGN FREQUENCY:
***************************************************************************
INPUT PARAMETERS
***************************************************************************
hannel Discharge : 3.7 cfs (.10 m^3/s)
eak Flow Period : 0.08333 hours
hannel Slope : 0.01 ft/ft (0.01 m/m)
hannel Bottom W idth : 2.0 ft (.61 m)
?ft Side Slope :3:1
ight Side Slope :3:1
:)w-Flow Lining Type : SC15OBN Staple D
ermissible Shear(TpL) : 2.10 psf (100.5 Pa)
ide Slope Lining Type : S150 Staple D
ermissible Shear(TpZ) : 1.75 psf (83.8 Pa)
:)w-Flow Channel Depth :2. ft (.61 m)
:)w-Flow Channel Perimeter : 5.75 ft (1.75 m)
***************************************************************************
CALCULATIONS
***************************************************************************
iitial Depth Estimate = 0.16 * (3.7 /(0.010^0.5))^0.375 = 0.62 ft (.19 m)
inal Channel Depth (after 176 iterations) = .59 ft (0.18 m)
low Area = (2.0 * 0.6)+(0.5 *0.59^2 * (3.0+3.0)) = 2.2 sq.ft (0.2 m^2)
?et Per. =2.0 +(0.6*(((3.0^2)+1)^.5 +((3.0^2)+1)^.5)) = 5.8 ft (1.8 m)
ydraulic Radius = (2.2 / 5.8) = 0.4 ft (0.1 m)
hannel Velocity =(1.486/0.048)*(0.4^0.667)*(0.010".5) = 1.7 fps (0.5 m/s)
hannel Effective Manning's Roughness = 0.048
alculated Shear (Td) = 62.4 * 0.59 * 0.010 = 0.37 psf (17.7 Pa)
3fety Factor = (Tp/Td) = (2.10 /0.37) = 5.68
********** Side Slope Lining **********
de Shear Ratio (K1) [B/d = 2.0/0.59 = 3.4, Chart 13 HEC-15] = 0.00
anning's Roughness = 0.052
alculated Shear (Ts) = (K1 * Td) = 0.00 * 0.37 = 0.00 psf (0.0 Pa)
afety Factor = (Tp/Ts) = (1.75 /0.00) = N/A
Worksheet
Worksheet for Triangular Channel
Project Description
Worksheet TD#5
Flow Element Triangular Char
Method Manning's Fora
Solve For Channel Depth
Input Data
Mannings Coeffic 0.035
Slope 008000 ft/ft
Left Side Slope 0.30 V : H
Right Side Slope 0.30 V : H
Discharge 3.48 cfs
Results
Depth 0.74 ft
Flow Area 1.8 ft2
Wetted Perim4 5.16 ft
Top Width 4.94 ft
Critical Depth 0.58 ft
Critical Slope 0.028503 ft/ft
Velocity 1.90 ft/s
Velocity Head 0.06 ft
Specific Eneq 0.80 ft
Froude Numb, 0.55

Flow Type Subcritical
OLD L???? ?-? C? z, a ??PGA ???? ?
Project Engineer: Kevin Caldwell
r:\...\2003 projects\cogdell mob\flow\d itches. fm2 Geosclence Group, Inc FlowMaster v6.0 [614b]
05/03/04 02:53:10 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
•
• Soil & Environmental Consultants, PA
11010 Raven Ridge Road Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
Transmittal B 04-1949
To: Project #: g ??w Date: u koy
^) Project Name: ?.?. V..,, Vo1? ??,.
File:
We Transmit to you Herewith: Under Separate Cover:
? Drawings K-2 For your information and files ? By mail
? Specifications For comment or approval ? By courier
? Brochures or photos ? Returned for correction, resubmit ? - By express
? Correspondence ? Approved as noted
? As per your request
No. Copies Document No. Date Description

Remarks:
If enclosures are not as listed as above, kindly notify us at once.
By:
1[A":K991619@
DEC 0 8 2004
A"!
fr?'EIVED
Charlotte Office: DENR • WATER C)UAUTY gnsboro c
236 L.ePhillip Court, Suite C VOW" AND STOR WATER 8R _E Lawndale Drive '
Concord, NC 28025 Greensboro, NC 27455
Phone: [phone] Phone:; [phone]
Fax: [phone] Fax: [phone]
04-149
-? OFFICE USE ONLY
Date Received Fee Paid Permit Number(s)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 401/ Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWATER MANAGEMENT APPLICA D R OWE Do
This form may be photocopied for use as an original
DEC o s 2004
I
1. A
the name of the corporation, individual, etc. who owns the project):
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
3. Owner Mailing Address for person listed in item 2 above:
/ A _ . T9 . . / . -rte i- ---r-? 1 .
-7©
City: f0 State??,, AILI, Zip: L?JG??"i
Phone Number: (104 ) q40% 12-41251 Fax Number: (104 16, eS'9 Email Address:
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Dy,-nA-H 04-r L•W'TM
5. Location of Project (street address):
City:
6. Directions to project (from nearest major intersection):
County: 4,'uM&= 169P
? 0 1 I -7
?, SZ I
, / 5 ` Longitude: of project
7. Latitude: 5504,
8. Contact person who can answer questions about the project: i/
NIT,> 4w, Telephone Number:
Name: 1?
Fax Number : ok . AA '{4o• IACQ 7 1 Email Address
II. PERMIT INFORMATION:
1. Specify whether project is (check one): New -Renewal ----Modification
9/2004 Version 1.0 Page 1 of 4
GENERAL INFORMATION DENR - WATER QUALITY
WETLANDS AND STORMWATER SWICH
PAYMENT
P r,
i
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number _- and its issue date (if known)
3. Specify the type of project (check one):
Low Density "*? High Density Redevelopment General Permit Other
4. Additional Project Requirements (check applicable blanks):
-CAMA Major w"' Sedimentation /Erosion Control ? 404/401 Permit '?NPDES Stormwater -Other
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
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.
'DD 1-Ly t;-e'SIQ ITC D ?101?G $S ?l ?D Old '1'? 1!? T?•+S ?U IL,i ?LN
2. Stormwater runoff from this project drains to the River basin.
-0 Q9
3. Total Project Area:_ .o 8 acres 4. Project Built Upon Area: k ZV YT
5. How many drainage areas does the project have?
6. 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.
Basin Information Drainage Areal.. Drainage"Area 2
Receiving Stream Name
Receiving Stream Class ?j
Drainage Area
Existing Impervious* Area 0
Proposed Impervious*Area -71
% Impervious* Area (total)
Impervious* Surface Area ` Drainage Area 1 Drainage`.Area 2
On-site Buildings
On-site Streets
On-site Parking
On-site Sidewalks
Other on-site
Off-site
Total: Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
9/2004 Version 1.0 Page 2 of 4
7. How was the off-site impervious area listed above derived? "51TO _
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed 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.
/. The following covenants are intended to ensure ongoing compliance with state riparian buffer authorization or General
Certification numbers as issued by the Division of Water Quality. These
covenants may not be changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a modified water quality certification prior to construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, 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 State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable stormwater management supplement form(s) listed below must be submitted for each BMP specified
for this project. The forms are located on the 401/wetlands unit website.
Bioretention Worksheet
Dry Detention Worksheet
Level Spreader Worksheet
Grassed Swale Worksheet
Extended Detention Wetland / Pocket Wetland Worksheet
Wet Detention Worksheet
9/2004 Version 1.0 Page 3 of 4
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 DWQ Central Office.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item. Initals
• Original and two copies of the Express Review Stormwater Management Application -Tr
• Signed and notorized Operation and Maintenance Agreement 'CT
• Three copies of the applicable Supplement Form(s) for each BMP -,T
• Application processing fee (payable to NCDENR) -T 1
• Detailed narrative description of stormwater treatment/management
• Three copies of plans and specifications, including:
- 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 and streams 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, please complete this section.
Designated agent (individual or firm.:.--- \ ova 1 Ce
Mailing Address:
City:
Phone:
State: __ _ Zip:
Fax:
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) t/ kl i D t?QItOL
certify that the information included on this application form is, to the best of my knowledge, correct and that the project
will be constructed in conformance with the approved plans, that the required deed restrictions and protective covenants
will be recorded, and that the proposed project complies with the requirements of 15A NCAC 2H. 1000
Signature
Date: 17.7'-o
T
9/2004 Version 1.0 Page 4 of 4
Outpatient Center - Storm Water Management
Construction Phase:
During construction, storm water/sediment control will be managed with a combination
of accepted methods. On this project, these methods include temporary silt fence,
temporary erosion control ditches and a temporary sediment basin. This storm water
management/erosion control plan has been approved by the Land Quality Section of the
Department of Environment and Natural Resources.
Permanent Measures:
Storm water will be collected with a series of catch basins and drop inlets. Storm water
collected in these devices will be piped underground to a wet detention pond which has
been designed to settle out 85 percent of the total suspended solids during the one inch
storm.
An operation and maintenance plan has been established to keep the permanent storm
water pond in good working order.
Project No. DWQ (to be provided by DWO)
DIVISION OF WATER QUALITY • 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
1. PROJECT INFORMATION (please complete the following information):
Project Name : t'2VTPOe1 Eq-r 4C-41m,
Contact Person: 'l7 dly so-44tt- Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to:
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Ina ft.
112• _ ft.
l i'$-5 ft.
Z01 p'& sq. ft,
ZO? ?? ac.
7 •'1 ac.
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
Permanent Pool Volume 111 AV cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 73.1570 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 2AW cu. ft.
SA/DA used (surface area to drainage area ratio)
Diameter of Orifice ?- in. (draw down orifice diameter)
11. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has
not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes a worksheet for
each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a
fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information
and will substantially delay final review and approval of the project
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A notarized site specific operation and maintenance (0&M) plan is provided.
A vegetation management/mowing schedule is provided in the 0&M plan.
Semi-annual inspections are specified in the 0&M plan.
A debris check is specified in the 0&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in 0&M plan.
A responsible party is designated in the 0&M plan.
WET DETENTION BASIN
OPERATION AND MAINTENANCE AGREEMENT
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 109.75 feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.]
When the permanent pool depth reads 109.75 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
Permanent Pool Elevation 112
Sediment moval El. 10U.75/75%\
--------------?- -----Sediment Removal Elevation- 109.75 75%
--------------------------------------- ------
Bottom
FOREBAY
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Page 1 of 2
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: David Baker
Title: Development Associate
Address: 4401 Barclay Downs Drive Suite 300, Charlotte, North Carolina, 28209-4670
Phone:
Signature: I
Date: 12.2.04
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
,
I, yr R , a Notary Public for the State of K04 CC-Aron; n k
County of 'MCc.1?? r??vrti , do hereby certify that ?\)w(oZ- 'L.,k_e t-
personally appeared before me this Z- (2- day of no and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
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Page 2 of 2
i
!NCDENR
North Carolina Department of Environment and Natural Resources
Michael F. Easley, Governor William G. Ross, Jr., Secretary
Alan Klimek, P.E., Director
-413'5 W I Division of Water Quality
October
Mr. Devereaux A. Gregg, Vice President
The Cogdell Group, Inc.
P.O. Box 1334
Fayetteville, N.C. 28 1 06-1 3 34
31, 200t M
D
DEC 0 8 2004 NOV
- J;
UENR - WATER QUALITY
WETUWDS AND STORMWATER &VM
Subject: APPROVAL of 401 Water Quality Certification and Additional
Conditions
DWQ Project #03-1226
Cape Fear Valley North Outpatient Center
Cumberland County
Dear Mr. Gregg,
You have our approval, in accordance with the attached conditions, to impact 0.447 acres
of wetlands the purpose of constructing an outpatient medical center as described in an
application filed on your behalf by Soil and Environmental Consultants, PA, on October 1, 2003.
After reviewing your application, we have decided that this fill is covered by General Water
Quality Certification Number 3402, which may be viewed on our website at
http://h2o.enr.state.state.nc.us/ncwetlands. This certification allows you to use Nationwide
Permit No. 39 when the Corps of Engineers issues it. In addition, you should get any other
federal, state or local permits before you go ahead with your project, including (but not limited
to) Sediment and Erosion Control, Non-Discharge and Water Supply Watershed regulations.
This approval will expire when the accompanying 404 permit expires unless otherwise
specified in the General Certification.
This approval is only valid for the purpose and design as described in your application
except as modified below. If you change your project, you must notify us and you may be
required to send us a new application. If the property is sold, the new owner must be given a
copy of this Certification and approval letter and is thereby responsible for complying with all
conditions. If total wetland fills for this project (now or in the future) exceed one acre,
compensatory mitigation may be required as described in 15A NCAC 2H .0506(h)(6) and (7).
This approval shall expire when the corresponding Nationwide Permit expires or as otherwise
provided in the General Certification. For this approval to be valid, you must follow the
conditions listed in the attached certification and any additional conditions listed below.
Fayetteville Regional Office
225 Green Street - Suite 714, Fayetteville, North Carolina 28301-5043
Phone: [phone]/FAX: [phone]\ Internet: w w.enr.state.nc.us/FNR
An Equal Opportunity \ Affirmative Action Employer- 50% Recycled \ 10% Post Consumer Paper
Mr. Gregg
October 31, 2003
Page 2
Conditions of Certification:
A written stormwater management plan shall be approved in writing by this Division
before the impacts specified in this Certification occur. This plan should provide specific
details of the proposed stormwater treatment facilities. These treatment facilities must be
designed to treat runoff from the entire project, unless otherwise explicitly approved by
the Division of Water Quality. Also, before any permanent building is occupied at the
subject site; the facilities (as approved by this Division) shall be constructed and
operational, and the stormwater management plan (as approved by this Division) shall be
implemented. The structural stormwater treatment facilities as approved by the DWQ as
well as drainage patterns must be maintained in perpetuity. No changes to the structural
stormwater facilities shall be made without written authorization from the DWQ.
This stormwater management plan should be submitted for approval to Mr. Todd St.
John, NC Division of Water Quality, 401 Wetlands Certification Unit, 2321 Crabtree
Blvd., Raleigh, North Carolina, 27604-2260.
1. Erosion and sediment control practices must be in full compliance with all specifications
governing the proper design, installation, and operation and maintenance of such Best
Management Practices in order to protect surface water standards:
a. The erosion and sediment control measures for the project must be designed,
installed, operated, and maintained in accordance with the most recent version
of the North Carolina Sediment and Erosion Control Planning and Design
Manual.
b. The design, installation, operation, and maintenance of the sediment erosion
control measures must be such that they equal or exceed the requirements
specified in the most recent version of the North Carolina Sediment and
Erosion Control Planning and Design Manual. The devices shall be
maintained on all construction sites, borrow sites, and waste pile (spoil)
projects, including contractor-owned or leased borrow pits associated with the
project.
C. For borrow pit sites, the erosion and sediment control measures must be
designed, installed, operated, and maintained in accordance with the most
recent version of the North Carolina Surface Mining Manual.
d. Reclamation measures and their implementation must comply with the
requirements of the Sedimentation Pollution Control Act.
2. No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian
areas beyond the footprint of the impacts depicted in the Preconstruction Notice
Application. All construction activities, including the design, installation, operation, and
maintenance of sediment and erosion control Best Management Practices, shall be
performed so that there are no violations of state water quality standards, statutes, or
rules.
Mr. Gregg
October 31, 2003
Page 3
Sediment and erosion control measures shall not be placed in wetlands or waters to the
maximum extent practicable. If placement of sediment and erosion control
devices in wetlands and waters is unavoidable, they shall be removed and the natural
grade restored within six months of the date that the Division of Land Resources has
released the project.
Upon completion of the project, the applicant shall complete and return the enclosed
"Certification of Completion Form" to notify DWQ that all the work included in the 401
Certification has been completed. The responsible party shall complete the attached form and
return it to the 401/Wetlands Unit of the DWQ.
Violations of any condition herein set forth may result in revocation of this Certification
and may result in criminal and/or civil penalties. This Certification shall become null and void
unless the above conditions are made conditions of the Federal 404 Permit.
If you do not accept any of the conditions of this Certification, you may ask for an
adjudicatory hearing. You must act within 60 days of receipt of this letter. To ask for a hearing,
send a written petition, which conforms to Chapter 150B of the North Carolina General Statutes,
to the Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This
Certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of
the Clean Water Act. If you have any questions, please telephone John Dorney at 910-733-1786,
or Ken Averitte in the Fayetteville Regional Office at 910-486-1541, ext. 722.
Z`
Sir ?l
lan . Klimek, P.E.
Director
AWK/KA/ka
Attachments
cc: Corps of Engineers, Wilmington
Central Files
Todd Preuninger, S&EC
FRO
Certificate of Completion
DWQ Project No.:
County:
Applicant:
Project Name:
Date of Issuance of 401 Water Quality Certification:
Upon completion of all work approved within the 401 Water Quality Certification and Buffer Rules, and any
subsequent modifications, the applicant is required to return this certificate to the 401/Wetlands Unit, North
Carolina Division of Water Quality, 1621 Mail Service Center, Raleigh, NC, 27699-1621. This form may be
returned to DWQ by the applicant, the applicant's authorized agent, or the project engineer. It is not
necessary to send certificates from all of these.
Applicant's Certification
I, , hereby state that, to the best of my abilities, due care and
diligence was used in the observation of the construction such that the construction was observed to be built
within substantial compliance and intent of the 401 Water Quality Certification and Buffer Rules, the
approved plans and specifications, and other supporting materials.
Signature:
Date:
Agent's Certification
I, , hereby state that, to the best of my abilities, due care and
diligence was used in the observation of the construction such that the construction was observed to be built
within substantial compliance and intent of the 401 Water Quality Certification and Buffer Rules, the
approved plans and specifications, and other supporting materials.
Signature:
Date:
If this project was designed by a Certified Professional
I, , as a duly registered Professional (i.e.,
Engineer, Landscape Architect, Surveyor, etc.) in the State of North Carolina, having been authorized to
observe (periodically, weekly, full time) the construction of the project, for the Permittee hereby state that,
to the best of my abilities, due care and diligence was used in the observation of the construction such that
the construction was observed to be built within substantial compliance and intent of the 401 Water Quality
Certification and Buffer Rules, the approved plans and specifications, and other supporting materials.
Signature: Registration No.: Date:
WQC #3402
CO
GENERAL CERTIFICATION FOR PROJECTS ELIGIBLE
(RESHAPING EXISTING DRAINAGE DITCHES), 42 (RECREATIONAL FACILITIE
43 (STORMWATER MANAGEMENT FACILITIES) AND 44 (MINING ACTIVITIES),
AND RIPARIAN AREA PROTECTION RULES (BUFFER RULES)
This General Certification is issued in conformity with the requirements of Section 401,
Public Laws 92-500 and 95-217 of the United States and subject to the North Carolina Division of
Water Quality (DWQ) Regulations in 15A NCAC 2H, Section .0500 and 15A NCAC 213 .0200 for
the discharge of fill material to waters and adjacent wetland areas or to wetland areas that are not
a part of the surface tributary system to interstate waters or navigable waters of the United States
(i.e., isolated wetlands) as described in 33 CFR 330 Appendix A (B) (18, 39, 41, 42, 43 and 44) of
the Corps of Engineers regulations (i.e., Nationwide Permit No. 39) and for the Riparian Area
Protection Rules (Buffer Rules) in 15A NCAC 213 .0200. This Certification replaces Water Quality
Certification Numbers 3106 and 3108 issued on February 11, 1997, and Water Quality
Certification Number 3287 issued on June 1, 2000 and Water Quality Certification Number 3362
issued March 18, 2002. This WQC is rescinded when the Corps of Engineers re-authorizes
Nationwide Permits 18, 39, 41, 42, 43 or 44 or when deemed appropriate by the Director of DWQ.
The State of North Carolina certifies that the specified category of activity will not violate
applicable portions of Sections 301, 302, 303, 306 and 307 of the Public Laws 92-500 and 95-217
if conducted in accordance with the conditions hereinafter set forth.
Conditions of Certification:
1. Enumerating and Reporting of Impacts:
• Streams - Impacts to streams as determined by the Division of Water Quality shall be
measured as length of the centerline of the normal flow channel. Permanent and/or
temporary stream impacts shall be enumerated on the entire project for all impacts
regardless of which 404 Nationwide Permits are used. Stream relocations and
stream bed and/or bank hardening are considered to be permanent stream impacts.
Any activity that results in a loss of use of stream functions including but not limited to
filling, relocating, flooding, excavation, dredging and complete shading shall be
considered stream impacts. Enumeration of impacts to streams shall include streams
enclosed by bottomless culverts, bottomless arches or other spanning structures
when a 404 Permit is used anywhere in a project unless the entire structure
(including construction impacts) spans the entire bed and both banks of the stream,
is only used for a road, driveway or path crossing, and is not mitered to follow the
stream pattern. Impacts for dam footprints and flooding will count toward the
threshold for stream impacts, but flooding upstream of the dam will not (as long as no
filling, excavation, relocation or other modification of the existing stream dimension,
pattern or profile occurs) count towards mitigation requirements. Any filling,
excavation, relocation or other modification of the existing stream (other than
flooding) must re-establish the same dimensions, patterns and profiles of the existing
channel (or those of a stable reference reach if the existing channel is unstable) to
the maximum extent practical.
• Wetlands - Impacts to wetlands as determined by the Division of Water Quality shall
be measured as area. Permanent and/or temporary wetland impacts shall be
enumerated on the entire project for all impacts regardless of which 404 Nationwide
Permits are used. Any activity that results in a loss of use of wetland functions
including but not limited to filling, excavating, draining, and flooding shall be
considered wetland impacts. Enumeration of impacts to wetlands shall include
activities that change the hydrology of a wetland when a 404 Permit is used
anywhere in a project.
WQC #3402
• Lakes and Ponds - Impacts to waters other than streams and wetlands as
determined by the Division of Water Quality shall be measured as area. Permanent
and/or temporary water impacts shall be enumerated on the entire project for all
impacts proposed regardless of which 404 Nationwide Permits are used. Any activity
that results in a loss of use of aquatic functions including but not limited to filling and
dredging shall be considered waters impacts.
Application Thresholds - Stream, wetland and water impacts that exceed any of the
thresholds below require a complete application and written concurrence to use this
Certification:
• Total stream impacts of greater or equal to 150 cumulative feet of stream length for
the entire project require written notification to and approval by the Division of Water
Quality, and/or
• Impacts to waters of pqual to or greater than 1/3 of an acre require written notification
to and approval by the Division of Water Quality, and/or
• Wetland impacts of greater or equal to 1/3 of an acre east of 1-95 and 1/10 of an acre
west of 1-95 require written notification to and approval by the Division of Water
Quality except as specified below. Any impacts to wetlands adjacent to waters
designated as ORW, SA, WS-1, WS-II or Trout or are designated as a North Carolina
or National Wild and Scenic River and wetlands classified as SWL and/or UWL as
well as wetlands described in 15A NCAC 2H .0506 (e) require a complete application
and written concurrence from the Division of Water Quality to use this Certification..
These thresholds apply for the entire project regardless of the number of Nationwide
Permits applicable to the Certification that are issued by the USACE for the project;
• Written notification to DWQ is required for all applications that propose to use
Nationwide Permit 18. This notification requirement will be satisfied by providing two
(2) copies of the PCN form to DWQ at the same time that the PCN form is sent to the
US Army Corps of Engineers. A formal application and fee is not required unless
DWQ decides that an Individual Certification will be required for the project. In this
case, the applicant will be notified in writing from DWQ within 30 days of the receipt
of the written notification.
• Proposed fill or substantial modification of any amount of wetlands classified in
accordance with 15A NCAC 2B.0101(e)(7) as Unique Wetlands (UWL) shall require
written concurrence from the Division of Water Quality;
2. Impacts to any stream length in the Neuse, Tar-Pamlico or Randleman River Basins (or
any other major river basins with Riparian Area Protection Rules [Buffer Rules) in effect at
the time of application) requires written concurrence for this Certification from DWQ in
accordance with 15A NCAC 2B.0200. Activities listed as "exempt" from these rules do not
need to apply for written concurrence under this Certification. New development activities
located in the protected 50-foot wide riparian areas (whether jurisdictional wetlands or not)
within the Neuse and Tar-Pamlico River Basins shall be limited to "uses" identified within
and constructed in accordance with 15A NCAC 2B .0200. All new development shall be
located, designed, constructed, and maintained to have minimal disturbance to protect
water quality to the maximum extent practicable through the use of best management
practices;
3. Irrespective of other application thresholds in this General Certification, all impacts to
perennial waters and their associated buffers require written approval from DWQ since
such impacts are allowable as provided in 15A NCAC 2B. 0212 (WS-1), 2B.0213 (WS-II),
2B .0214 (WS-III) and 2B .0215 (WS-IV). Only water dependent activities, public projects
and structures with diminimus increases in impervious surfaces will be allowed as outlined
in those rules. All other activities require a variance from the delegated local government
and/or the NC Environmental Management Commission before the 401 Water Quality
Certification can be processed. In addition, a 30 foot wide vegetative buffer for low .
density development or a 100 foot wide vegetative buffer for high density development
WQC #3402
must be maintained adjacent to all perennial waters except for allowances as provided
under the Water Supply Watershed Protection Rules. For the purposes of this condition,
perennial waters are defined as those shown as perennial waters on the most recent
USGS 1:24,000 topographic map or as otherwise determined by local government
studies;
4. Additional site-specific stormwater management requirements may be added to this
Certification at DWQ's discretion on a case by case basis for projects that have or are
anticipated to have impervious cover of greater than 30 percent. Site-specific stormwater
management shall be designed to remove 85% TSS according to the latest version of
DWQ's Stormwater Best Management Practices manual at a minimum.
Additionally, in watersheds within one mile and draining to 303(d) listed waters, as well as
watersheds that are classified as nutrient sensitive waters (NSW), water supply waters
(WS), trout waters (Tr), high quality waters (HQW), and outstanding resource waters
(ORW), the Division shall require that extended detention wetlands, bio-retention areas,
and ponds followed by forested filter strips (designed according to latest version of the NC
DENR Stormwater Best Management Practices Manual) be constructed as part of the
stormwater management plan when a site-specific stormwater management plan is
required.
For streams classified as Water Supply, High Quality Waters and Outstanding Resource
Waters, post-construction, on-site stormwater management shall be required as
appropriate and as outlined in 15A NCAC 2B.0104(m) and 2H .1000 to.1007,
respectively, in addition to that required in this General Certification.
Alternative designs may be requested by the applicant and will be reviewed on a case-by-
case basis by the Division of Water Quality.
Approval of stormwater management plans by the Division of Water Quality's other
existing state stormwater programs including appropriate local programs are sufficient to
satisfy this Condition as long as the stormwater management plans meet or exceed the
design requirements specified in this condition. This condition applies unless more
stringent requirements are in effect from other state water quality programs.
• Unless specified otherwise in the approval letter, the final, written stormwater
management plan shall be approved in writing by the Division of Water Quality's
Wetlands Unit before the impacts specified in this Certification occur.
• The facilities must be designed to treat the runoff from the entire project, unless
otherwise explicitly approved by the Division of Water Quality.
• Also, before any permanent building or other structure is occupied at the subject site,
the facilities (as approved by the Wetlands Unit) shall be constructed and operational,
and the stormwater management plan (as approved by the Wetlands Unit) shall be
implemented.
• The structural stormwater practices as approved by the Wetlands Unit as well as
drainage patterns must be maintained in perpetuity.
• No changes to the structural stormwater practices shall be made without written
authorization from the Division of Water Quality.
5. Compensatory stream mitigation shall be required at a 1:1 ratio for not only perennial but
also intermittent stream impacts that require application to DWQ in watersheds classified
as ORW, HQW, Tr, WS-I and WS-11 unless the project is a linear, publicly-funded
transportation project, which has a 150-foot per-stream impact allowance;
6. In accordance with North Carolina General Statute Section 143-215.3D(e), any
application for a 401 Water Quality Certification must include the appropriate fee. If a
WQC #3402
project also requires a CAMA Permit, one payment to both agencies shall be submitted
and will be the higher of the two fees;
In accordance with 15A NCAC 2H .0506 (h) compensatory mitigation may be
required for impacts to 150 linear feet or more of streams and/or one acre or more of
wetlands for an entire project. For linear public transportation projects, impacts equal to
or exceeding 150 feet per stream may require mitigation. In addition, buffer mitigation
may be required for any project with Riparian Area Protection Rules (Buffer Rules) in
effect at the time of application for buffer impacts resulting from activities classified as
"allowable with mitigation" within the "Table of Uses" section of the Buffer Rules or require
a variance under the Buffer Rules. A determination of buffer, wetland and stream
mitigation requirements shall be made for any Certification for this Nationwide Permit.
The most current design and monitoring protocols from DWQ shall be followed and written
plans submitted for DWQ approval as required in those protocols. When compensatory
mitigation is required for a project, the mitigation plans must be approved by DWQ in
writing before the impacts approved by the Certification occur, unless otherwise specified
in the approval letter. The mitigation plan must be implemented and/or constructed before
any permanent building or structure on site is occupied. In the case of public road
projects, the mitigation plan must be implemented before the road is opened to the
travelling public. Please note that if a stream relocation is conducted as a stream
restoration as defined in The Internal Technical Guide for Stream Work in North Carolina ,
April 2001, the restored length can be used as compensatory mitigation for the impacts
resulting from the relocation;
For any project involving re-alignment of streams, a stream relocation plan must be
included with the 401 application for written DWQ approval. Relocated stream designs
should include the same dimensions, patterns and profiles as the existing channel (or a
stable reference reach if the existing channel is unstable), to the maximum extent
practical. The new channel should be constructed in the dry and water shall not be turned
into the new channel until the banks are stabilized. Vegetation used for bank stabilization
shall be limited to native woody species, and should include establishment of a 30 foot
wide wooded and an adjacent 20 foot wide vegetated buffer on both sides of the relocated
channel to the maximum extent practical. A transitional phase incorporating coir fiber and
seedling establishment is allowable. Also, rip-rap, A-Jacks, concrete, gabions or other
hard structures may be allowed if it is necessary to maintain the physical integrity of the
stream, but the applicant must provide written justification and any calculations used to
determine the extent of rip-rap coverage requested. If suitable stream mitigation is not
practical on-site, then stream impact will need to be mitigated elsewhere. Please note
that if a stream relocation is conducted as a stream restoration as defined in The Internal
Technical Guide for Stream Work in North Carolina , April 2001, the restored length can
be used as compensatory mitigation for the impacts resulting from the relocation;
Placement of culverts and other structures in waters, streams, and wetlands must be
placed below the elevation of the streambed to allow low flow passage of water and
aquatic life unless it can be shown to DWQ that providing passage would be impractical.
Design and placement of culverts including open bottom or bottomless arch culverts and
other structures including temporary erosion control measures shall not be conducted in a
manner that may result in aggradation, degradation or significant changes in hydrology of
wetlands or stream beds or banks, adjacent to or upstream and down stream of the above
structures. The applicant is required to provide evidence that the equilibrium shall be
maintained if requested to do so. in writing by DWQ. Additionally, when roadways,
causeways or other fill projects are constructed across FEMA-designated floodways or
wetlands, openings such as culverts or bridges must be provided to maintain the natural
hydrology of the system as well as prevent constriction of the floodway that may result in
aggradation, degradation or significant changes in hydrology of streams or wetlands;
WQC #3402
10. That appropriate sediment and erosion control practices which equal or exceed those
outlined in the most recent version of the "North Carolina Sediment and Erosion Control
Planning and Design Manual" or the "North Carolina Surface Mining Manual" whichever is
more appropriate (available from the Division of Land Resources (DLR) in the DENR
Regional or Central Offices) shall be in full compliance with all specifications governing
the proper design, installation and operation and maintenance of such Best Management
Practices in order to assure compliance with the appropriate turbidity water quality
standard;
11. All sediment and erosion control measures placed in wetlands and waters shall be
removed and the original grade restored within two months after the Division of Land
Resources has released the project;
12. That additional site-specific conditions may be added to projects proposed under this
Certification in order to ensure compliance with all applicable water quality and effluent
standards;
13. Measures shall be taken to prevent live or fresh concrete from coming into contact
with waters of the state until the concrete has hardened;
14. If an environmental document is required, this Certification is not valid until a Finding of
No Significant Impact (FONSI) or Record of Decision (ROD) is issued by the State
Clearinghouse;
15. If this Certification is used to access building sites, all lots owned by the applicant must be
buildable without additional fill beyond that explicitly allowed under other General
Certifications. The applicant is required to provide evidence that the lots are buildable
without requiring additional impacts to wetlands, waters or buffers if required to do so in
writing by DWQ. For road construction purposes, this Certification shall only be utilized
from natural high ground to natural high ground;
16. Deed notifications or similar mechanisms shall be placed on all lots with remaining
jurisdictional wetlands and waters or areas within 50 feet of all streams and ponds. These
mechanisms shall be put in place within 30 days of the date of issuance of the 401
Certification letter or the issuance of the 404 Permit (whichever is later). A sample deed
notification format can be downloaded from the 401/Wetlands Unit web site at
http://h2o.enr.state.nc.us/ncwetlands . DWQ shall be sent copies of all deed restrictions
applied to these lots;
17. When written concurrence is required, the applicant is required to use the most recent
version of the Certification of Completion form to notify DWQ when all work included in the
401 Certification has been completed;
18. Concurrence from DWQ that this Certification applies to an individual project shall expire
three years from the date of the cover letter from DWQ or on the same day as the
expiration date of the corresponding Nationwide Permit 18, 39, 41, 42, 43 or 44,
whichever is sooner.
WQC #3402
Non-compliance with or violation of the conditions herein set forth by a specific fill project
may result in revocation of this Certification for the project and may also result in criminal and/or
civil penalties.
The Director of the North Carolina Division of Water Quality may require submission of a
formal application for Individual Certification for any project in this category of activity that
requires written concurrence under this certification, if it is determined that the project is likely to
have a significant adverse effect upon water quality or degrade the waters so that existing uses of
the wetland or downstream waters are precluded.
Public hearings may be held for specific applications or group of applications prior to a
Certification decision if deemed in the public's best interest by the Director of the North Carolina
Division of Water Quality.
Effective date: March 2003
DIVISION OF WATER QUALITY
By
Alan W. Klimek, P.E.
Director
WQC # 3402

91q@g0w[g0
DEC 0 8 2004
WEILgNp3AN SAT AT L1
1,.1?49
f
OUTPATIENT CENTER
FAYETTEVILLE, NC
COGDELL + SPENCER ADVISORS
STORMWATER AND EROSION
CONTROL CALCULATIONS
JULY 27, 2004
REV. OCTOBER 27, 2004
GEQSCIENCE
GROUP
Incorporated
A
of
500 Clanton Road, Suite K ° ° - IV,
Charlotte, North Carolina 28217
'i3al•iM:dT21C? " yM'
STORMWATER CALCULATIONS
DETENTION/BMP CALCULATIONS
Project No. DWQ (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT INFORMATION (please complete the following information):
Project Name : C a r p 1w, NI ??
Contact Person: 6166e-'rAf Phone Number: ( 104) Sz5- ?-cro 3
For projects with multiple basins, specify which basin this worksheet applies to:
Basin Bottom Elevation I Del ft. (average elevation of the floor of the basin)
Permanent Pool Elevation i z ft. (elevation of the orifice invert out)
Temporary Pool Elevation l 1 72' ?? ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 1 f sq• ft. (water surface area at permanent pool elevation)
Drainage Area -7.0 , Z ac. (on-site and off-site drainage to the basin)
Impervious Area -i, I ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 0 Gob cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume z S? cu. ft. (volume detained on top of the permanent pool)
Forebay Volume cu. ft.
SA/DA used b (surface area to drainage area ratio)
Diameter of Orifice 9 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
Applicants Initials
The temporary pool controls runoff from the 1 inch storm event.
C-.96 The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
,,{5 An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
l The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
'` s Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
_A site specific operation and maintenance (O&M) plan is provided.
1 A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1

147 ?? r ?t_ l;•' t
r

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Q5Q __1 Il_/"_ ?57
Sheet1
Calculate Pre-Tc BMP #1

First 300'sheet flow(grass) manning's n for sheet flow(table 3.1 TR-55)
- smooth surtaces(conc.,asphalt, ravel, or bare soil) 0.011
Head= 40.00 Fallow(no residue) 0.05
mannings= 0.24 Cultivated Soils
P2= 3.12 in Residue cover <20% 0.06
Length= 300 ft Residue Ccover>20% 0.17
So=H/L= 0.133 ft/ft
E n 3.3 TR55 Grass
Tt=0.007(nL)^0.8/P^.5"So^.4
Tt= 0.27 hr Short rass raire
Dense rass 0.15
0.24
Bermuda rass 0.41
Shallow C oncentrated Flow
Range 0.13
L= 1200 ft
h= 50 ft Woods
s= 0.042 ft/ft Light underbrush 0.4
V=16.1345 (s)^0.5 Dense underbrush 0.8
V= 3.293 fps
T=U(3600V) (3.15)= 0.101 hr.

Com ute travel time Tc=Tt1 + T
Tc= t2.... Tn
0.373
hr.--
22.37
min.

Developed by: Scott Gregory
5/26/2004
Sheet1
Calculate Post-Tc BMP #1
_

First 100' manning's n for sheet flow(table 3.1 TR-55) -
smooth surfaces(conc.,asphalt, gravel, or bare soil) - 0.011
Head= 40.00 Fallow(no residue) _ 0.05
_
mannings= 0.24 Cultivated Soils _
_
P2= 3.12 in Residue cover <20% 0.06
_
Length= 300 ft Residue Ccover>20% _
0.17
So=H/L= 0.133 ft/?
Eqn 3.3 TR55 Grass _
_
Tt=0.007(nL)^0.8/P^.5'So^.4 Short rass praire 0.15
Tt= - 0 r27 h
- --- - Dense grass 0.24
- - - Bermuda grass 0.41

T
- Range
I
I 0.13
-
- - --
- -- - j
_ Woods
Light underbrush
-
0.4
--- - - _ Dense underbrush 0.8
----} --- -
------ -

length 1200 ft(culverts flowing full) - _ _-
L= 1200 ft
h= 22 ft
V = 0.59/n]? D^.66s^.5
pipe-__ 18
- --- - n= 0
012 in _--
. - --
s= 0.008 ft/ft
___--
V= 5.8 f s

T=L/(3600V) (3.15)= 0.056 hr.

compute travel time _ Tc=Tt1 + T t2.... Tn
Tc= 0.272 hr.= 16.30 min. _

Developed by: Scott Gregory
5/26/2004
Prepared by G. SCOTT GREGORY 5126/2004
PROJECT: BMP 1 Storage Volume
DESCRIPTION:
DEVELOPMENT OF STAGE-STORAGE CURVE-PROP. DETN. BASIN
OBJECTIVE: TO ILLUSTRATE THE DEVELOPMENT OF THE STAGE-
STORAGE FUNCTION FOR THIS SITE.
BACKGROUND: THE STAGE-STORAGE FUNCTION RELATES THE ELEVATION
OF THE WATER SURFACE (STAGE) TO THE VOLUME OF THE
WATER STORED (STORAGE).
STAGE-STORAGE EQUATION:
S = Ks*Z^b
S = STORAGE (ft^3)
Z = STAGE (ft)
Ks & b = CONSTANTS FOR PARTICULAR SITE
VOLUME COMPUTATIONS:
COMPUTATION OF ACTUAL STORAGE VOLUME BASED ON CONTOURS
USING AVERAGE END METHOD.
CONTOUR CONTOUR INCREMENTAL ACC. STAGE ACC.
ELEV.(ft) AREA(ft^2) STORAGE(ft^3) STORAGE(ft^3) (ft) STORA GE(ac.ft)
112 21770 0
22435 22435 0.52
113 23100 1
23750 46185 1.06
114 24400 2
25050 71235 1.64
115 25700 3
26420 97655 2.24
116 27140 4
27695 125350 2.88
117 28250 5
SOLVING FOR CONSTANTS Ks & b:
Prepared by G. SCOTT GREGORY 5/26/2004
SELECT EXISTING VALUES TO MODEL CONSTANTS BY.
Z1 = 1
Z2 = 5
S1 = 22435
S2 = 125350
b = (In(S2/S1))/(In(Z2/Z1))
b = 1.07
Ks = S2/Z2^b
Ks = 22435.00
VALIDATION OF STAGE STORAGE FUNCTION:
ACTUAL ACTUAL COMPUTED COMPUTED
STORAGE STAGE STORAGE STAGE
S(ft^3) Z(ft) S(ft^3) Z(ft)
22435.00 1 22435.00 1.00
46185.00 2 47068.12 1.96
71235.00 3 72605.29 2.95
97655.00 4 98747.85 3.96
125350.00 5 125350.00 5.00
Prepared by G. SCOTT GREGORY 5/26/2004
PROJECT Forebay Volume Comp.
DESCRIPTION:
)EVELOPMENT OF STAGE-STORAGE CURVE-PROP. foreba,
Perm.pool COMPUTATION OF ACTUAL STORAGE VOLUME BASED ON CONTOL
USING AVERAGE END METHOD.
CONTOUR CONTOUR INCREMENTAL ACC. STAGE
ELEV.(ft) AREA(ft^2) STORAGE(ft^3) STORAGE(ft^3) (ft)
109 7900 0
8350 8350
110 8800 1
9290 17640
111 9780 2
forebay
CONTOUR
ELEV.(ft)
109
110
111
COMPUTATION OF ACTUAL STORAGE VOLUME BASED ON CONTOL
USING AVERAGE END METHOD.
CONTOUR INCREMENTAL ACC. STAGE
AREA(ft^2) STORAGE(ft^3) STORAGE(ft^3) (ft)
1500 0
1800 1800
2100 1
2400 4200
2700
2
% Fore bay Volume: 24%
General
a. Basin shape should minimize dead storage areas and short circuiting. Length to width
ratios should be 3:1 or greater. (Barfield, et al., 1981, pp. 426429; Florida DEP, 1982,
pg. 6-289).
b. If the basin is used as a sediment trap during construction, all sediment deposited during
construction must be removed before normal operation begins.
c. Aquatic vegetation should be included for a wetland type detention basin (Maryland
DNR, March 1987; Schueler, 1987, Chapter 4 and 9). A minimum ten foot wide shallow
sloped shelf is needed at the edge of the basin for safety and to provide appropriate
conditions for aquatic vegetation (Schueler, 1987). This shelf should be sloped 6:1 or
flatter and extend to a depth of 2 feet below the surface of the permanent pool (Shaver
and Maxted, DNREC, 1994). A list of suitable wetland species and propagation
techniques are provided in Schueler (1987) and Maryland DNR (1987).
d. An emergency drain (with a pipe sized to drain the pond in less than 24 hours) should be
installed in all ponds to allow access for riser repairs and sediment removal (Schueler,
1987).
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant
RemovahEfficiency in the Piedmont
% Im
ervious Permanent Pool Denth (feet)
p
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0-59 0-4() QA3 015 0-31 0-29 0-26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
Coastal SA/DA ratios can be obtained from the local DWQ Regional Office.

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-'30' 694 '95 622 600 METERS '96 '97
aroduced by the United States Geological Survey
n cooperation with the North Carolina Department
)f Environment and Natural Resources r
'topography compiled byy photogrsmmetric methods froam?ayerial
_1997 otheerssooui+ces Survey convol lccuurr gas of 1948taken N
and
American Datum of 1983 (NAD 83• Projection and s°
000-metered: Universal Transve?se ercatDr, zone 17
500-meter ticks: North Carolina Coordinate System of 1983 az MILS e'
23 MILS
North American Datum of 1927 MAD 27) is shown by dashed
mer ticks. The values of the shift between NAD 83 and
AD 27 for 7.5-minute intersections are obtainable from
ational Geodetic Survey NADCON software U7M GRID AND 2000 MAGNETIC NORTH
DECLINATION AT CENTER OF SHEET
IAY-24-2004 16:01 FROM:FAYETTEUILLE USDA SE 910-4B4-3157
:1
PWl'9C0-H-
V-"?t0-484
UR
J
3S" 07;10" M
%D" 5/'30'
P:1/3

This
map was compilod by V5, oe
Solt Conservation Service and CZ Prar?g at of Agriculture, j so aovo anon 2c
1974 orthOP t;n
hotography obtained from agencies on
of the Interior, Geological Survey, u'S' DeiartMent 1I
1AY-24-2004 16:03 FROM:FAYETTEUILLE USDA SE 910-484-3157 TO:17045252051
U: S. DEPARTMEMT OF AGRICATURE Technical W de
Soil Conservation Service Section II-A-2
June 1991
HYDRIC SOILS
Cumberland County, North Carolina
Hydrie codes (HC): 1 = Hydric soils, only because of saturation for a
significant period during the growing season;
Z = Hydric soils that are frequently flooded for long or
very long periods during the growing season; and
3 = Hydric soils that are ponded for long or very long
periods during the growing season.
Vegetation codes (vC): 1 • Hydric soils that support woody vegetation under
natural conditions; and
Z = Hydrle soils that do not support woody vegetation under
natural conditions.
IMPORTANT NOTES: (1) Hydric soils in this county cannot be farmed under natural conditions
without removing woody vegetation or hydrology manipulation. (2) Some map units and included soils
listed as hydric soils in this county may not avert the definition of hydric soils and wetlands because
the hydrology has been altered through drainage or other manipulations.
A. Mac units that are all hydric soils or have hydric togs as a major component.
Map Unit
symbol HC VC Map Unit Name
By (860) 1,3 1 Byars loam
Cf (800) 1,3 1 Cape Fear loam
Co (w) 1 1 Coxville loam
CT (MA) 1,3 1 Croatan muck
De (80) 1,3 1 Deloss lose
Gr (877) 1 1 Grantham loam
JT (JO) 1.2. 1 Johnston loam
3
Le (582) 1 1 Leon sand
Mc (429) 1,3 1 McColl loam
'?''•?? Pg (836) 1 1 Pantego loan
P:2/3
1AY-24-2004 16:03 FROM:FAYETTEUILLE USDA SE 910-484-3157 T0:17045252051 P:3/3
Page 2
Cumberland County
A. Map units 'that are ag hydric sob or have hydric sods as a major compono nt.
Map Unit
Symbol HC VC Map Unit Name
Re (890) 1 1 Rains sandy loam
No (BB) I 1 Roanoke and Yahee loam (Roanoke part)
Ru (81) 1 1 Roanoke-Urban land complex (Roanoke part)
Tit (669) 1 1 Torlamta and Lynn Haven soils
Yo (833) 1 1 lloodington loamy sand
B. Map units with indusions of hydric soils or have wet spots.
Map Wt Hydric Normal location
Symbol Mao Unit Name Inclusion HC VC Inclusion
DgA Dogue fine sandy loam Roanoke 1 1 shallow depression and drsinageways
(558)
On Dunbar loam Coxville 1 1 depressions
(563)
Rains I 1 depressions
KuB Kureb sand Leon 1 1 depressions
(7048)
Torhanta 1 1 depressions
Lynn Haven 1 1 depressions
Ld (56) Lenoir pearly 1 1 depressions
drained
soils
Ly Lynchburg sandy loam Rains 1 1 depressions
(4171
Yoodington 1 1 depressions
Me (458) Nahunta loam Grantham I 1 depressions
Rains 1 1 depressions
St Stallings loamy sand Yaodingtmn 1 1 depressions
(420)
YmB Yickham fine sandy Roanoke 1 1 depressions
(5408) loin. 1 to 6 percent
slopes

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FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
VERSION 4.1
RUN DATE 25MAY04 TIME 16:46:00
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* U.S. ARMY CORPS OF ENGINEERS
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* DAVIS, CALIFORNIA 95616
* [phone]
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THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
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
LINE ID....... I....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
1 ID
2 ID Detention Pond -- 2 Year Storm Pre-developed
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 2 YEAR
8 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KO 0
10 BA 0.0316
11 LS 0 74
12 UD 0.22
13 ZZ
PAGE 1
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FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998 "
VERSION 4.1 `
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RUN DATE 25MAY04 TIME 16:46:00 "
,**fRkR#R*#k?r4#trkk*#RRRRRft*RrrRfRfrR
Detention Pond -- 2 Year Storm Pre-developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 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
Rf•#RkRRf *Rfifx
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6 KK • RUNOFF " FROM AREA
R f
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9 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
LUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
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* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
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* [phone] R
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RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
OPERATION STATION
HYDROGRAPH AT RUNOFF
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD
FLOW PEAK 6-HOUR 24-HOUR 72-HOUR
12. 3.30
fammirAma
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
03
* NORMAL END OF HEC-1 ***
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FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
VERSION 4.1
RUN DATE 25MAY04 TIME 16:46:44
*
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* U.S. ARMY CORPS OF ENGINEERS
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* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]
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THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
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
LINE ID....... I....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
I ID
2 ID 10 YEAR STORM Pre-developed
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 10 5 0 0
6 KK RUNOFF FROM AREA
7 KM 10 YEAR
8 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72
9 KO 0
10 BA 0.0316
11 LS 0 74
12 UD 0.22
13 ZZ
PAGE 1
*Afk*Rf A•kff4t*}fi}4A4fkffRRff Afff •f ARR
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998 +
VERSION 4.1
4
RUN DATE 25MAY04 TIME 16:46:44 +
R
fAk*kf Rf*}**4t}RkRARRRiifff*RR4tRRfftf
10 YEAR STORM Pre-developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 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
RkAARf A}}f AfRf iffi*4A4ARRf k444f RtAf *f Ri
* U.S. ARMY CORPS OF ENGINEERS +
+ HYDROLOGIC ENGINEERING CENTER
+ 609 SECOND STREET
+ DAVIS, CALIFORNIA 95616
R [phone]
*RffRR1RtR*}fRt}if }kRf ARf #RRf#RR#fRtkRR
t iRf tf# RtR tRf RfR iA? RtR 1RR fR! f}R RRR RtR R}R RRf A#R }RR R}i }Ri R4R RRf tRf tRR f4f 14f R}f RfA #Rf f*R ARf fiff ftA ARA
*Rf****Rf Ak**R
R +
6 KK * RUNOFF * FROM AREA
*
R**tfi}f *4ffRk
9 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
LUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
OPERATION STATION
HYDROGRAPH AT RUNOFF
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD
FLOW PEAK 6-HOUR 24-HOUR 72-HOUR
36. 3.27
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
03
NORMAL END OF HEC-1 ***
?fR#}t•RfY}RRkRiRfRRf RiRRifRRR1RR}tRff
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
VERSION 4.1 "
R
RUN DATE 26MAY04 TIME 10:01:22 "
R
RRtRRR}tRRf RRf RfR?RRtRRRYYRt*kkRRiff4t
X X XXXXXXX xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x XXX XX x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
ifRR*iRtRtRRRRtYf RR#?RiR4#f tRRiR#f RR+R4
R i
* U.S. ARMY CORPS OF ENGINEERS +
+ HYDROLOGIC ENGINEERING CENTER
+ 609 SECOND STREET #
+ DAVIS, CALIFORNIA 95616
* [phone]
*RR*#}i}ff*iYf Rtf RRi•#*Rif *itk}****}#f#
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
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
LINE
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
HEC-1 INPUT
ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
ID
ID Prop.Storage 2 yr. Storm Post-Developed
ID GEOSCIENCE GROUP, INC.
IT 1 0 0 360
IO 5 0 0
KK RUNOFF FROM AREA
KM 2 YEAR
PH 0 0 0.42 0.83 1.45 1.76
BA 0.0316
LS 0 94
UD 0.16
KK OUT
KO 21
RS 1 ELEV 112
Sv 0 0.52 1.06 1.64 2.24 2.88
SE 112 113 114 115 116 117
SQ 0 0.3 0.4 0.5 0.6 0.7
SE 112 112.5 113 113.5 114 114.5
ST 118.5 343 3 1.5
ZZ
1.95 2.28
0.8 0.9 0.9 26.5
115 116 116.5 117
PAGE 1
}Rf}if}}Riffff}}iRRf Aff iffkRiiRiRffiRf
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
VERSION 4.1
•
RUN DATE 26MAY04 TIME 10:01:22
tf•RfiR•}f iii**i}iRiiif Rf tiRf RR}f•f kit
Prop.Storage 2 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 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
,UE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
f if iiRfft*RitRRf *f Rf RRif}ff*kfff}ifi*R4
* *
* U.S. ARMY CORPS OF ENGINEERS «
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]
R «
fi}fii}*kRR**tiRR#ff*ffk*RRff kffiRiff RR
r ffe f#* Rff iRf i*R fft *k• fik Rff ikf i}f Rf* i** fff }ft *#* •ki f*} *i* f*# ffi R** t}f *ii ffk f}? *if R4? *if #ii f}i R}}
Rff*}#**Rt#iRR
12 KK * OUT
fRRiRf tffiif if
13 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 360 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 54. 3.17 6. 6. 6. .03
ROUTED TO OUT 1. 4.08 0. 0. 0. .03
MAXIMUM TIME OF
STAGE MAX STAGE
116.44
5.98
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION OUT
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
INITIAL VALUE SPILLWAY CREST TOP OF DAM
PLAN 1 ............... ELEVATION 112.00
118.50
118.
50

STORAGE

0. 4
.
4'
OUTFLOW 0. 103. 103.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
1.00 116.44 .00 3. 1. .00 4.08 .00
NORMAL END OF HEC-1 -
kkffRRiRf RRk4f Rkt*Rf R•RRRRfRRRRRf#f tRR
R
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
VERSION 4.1 t
f
RUN DATE 26MAY04 TIME 10:02:04
#ff##f#i#R#f#f *RRi#Rii#tf R#Rf#ff#itfRf
X X XXXXXXX XXXKX X
X X X X X XX
X X X X X
XXXXXXX XXXX X XXXXX X
X X X X X
X X X X X X
X X XXXXXXX XXXXX XXX
RffRR#fR*•ifffif Rf k•Riff RffRRtRfffRRf kR
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER R
# 609 SECOND STREET
i DAVIS, CALIFORNIA 95616 #
* [phone]
#k}#R#f#*#*#ttt##RR###R#f RRf RR#iRRRRRR4
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE ES -
THOSE THE DEFINITIONSOFF-AMSKK-LON RMTICAMP- RD WAS CHANGED WITH ?SIOONSRDATED 28 SEPD81. THISEIS9THESFORTRAN77TVERSION E
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
ID 1 ......3..
2 .....4.. .....5. ......6.... ...7.. .....8.......9......10
LINE . ......
.. .....
.
I
2 ID
ID
Prop.Storage 10
yr. Storm Post
-Developed
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 10 YEAR
59
26
1
36
2
2.9
3.21
3.72
8 PH 0 0 0. . .
9 BA 0.0316
10 LS 0 94
11 UD 0.16
12 KK OUT
13 KO 21
14 RS 1 ELEV 112
15 SV 0 0.52 1.06 1.64 2.24 2.88
16 SE 112 113 114 115 116 117
`
9 26
9 0
0
17 SQ 0 0.3 0.4 0.5
5
113 0.6
114 0.7
5
114 0.8
115 _
.
.
.
116 116.5 11",
18 SE 112 112.5 113 . .
19 ST 118.5 343 3 1.5
20 ZZ
PAGE 1
.ffAiffAtf if ARf tfff*Rf Aff AffAAif?fAr.tf
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
VERSION 4.1 w
*
RUN DATE 26MAY04 TIME 10:02:04
w
?f*ffRwRRARf Af ?f wffRRff*R?4ffRf RfwRR 1Rw
Prop.Storage 10 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 10 OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 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
.LUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
*RffA*??*??ARw
12 KK • OUT
Aw?f RtMRf 4A???
13 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 360 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
fARAef RifffiA•f RRtiRA?f if AfffARf Aff •ffA
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]
f
iR#ff*w#1fwkR#f wRfflRw RkRwiRww??Rwf Af RA
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 90. 3.17 10. 10. 10. .03
ROUTED TO OUT 36. 3.45 5. 5. 5. .03
MAXIMUM TIME OF
STAGE MAX STAGE
117.19 3.45
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION OUT
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 112. 00 118.50 118.50
STORAGE 0. 4. 4.
OUTFLOW 0. 103. 103.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC-FT CPS HOURS HOURS HOURS
1.00 117.19 .00 3. 36. .00 3.45 .00
NORMAL END OF HEC-1 `**
tt#ttf Rif tiRf lRfRwRwrrfrRRRtrf wf lR}ffR
w
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998 "
VERSION 4.1 "
a
RUN DATE 26MAY04 TIME 10:02:33
1wRfw#f •fkfRRfwf:Rwif rk*ww*ffrRRwRiRtf
X x xxxxxxx xxxxx x
x X X X X xx
x X X x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
wf#fffRRRwrRRffwif wr?1ff Rfff#R#RRf •Rfff
* f
• U.S. ARMY CORPS OF ENGINEERS
+ HYDROLOGIC ENGINEERING CENTER
" 609 SECOND STREET
+ DAVIS, CALIFORNIA 95616 +
+ [phone]
f f
frxwwwfw}}f}ffwiffwwif rwxwrwffffwrr*rrR
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
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
LINE ID....... I....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
1 ID
2 ID Prop.Storage 50 yr. Storm Post-Developed
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 50 YEAR
8 PH 0 0 0.75 1.62 3.05 3.78 4.2 4.92
9 BA 0.0316
10 LS 0 94
11 UD 0.16
12 KK OUT
13 KO 21
14 RS 1 ELEV 112
15 SV 0 0.52 1.06 1.64 2.24 2.88
16 SE 112 113 114 115 116 117
17 SQ 0 0.3 0.4 0.5 0.6 0.7 0.8 0.9 0.9 26.5
18 SE 112 112.5 113 113.5 114 114.5 115 116 116.5 117
19 ST 118.5 343 3 1.5
20 zz
PAGE 1
lRfiR*RiRf**#*RRRR****RRif#**R#*<f**#fii
R
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
VERSION 4.1 "
R
ZUN DATE 26MAY04 TIME 10:02:33
*
!#**##**RRRR*Rf*#i}<#**fiRR**Rtf <tkR#RR
Prop.Storage 50 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
i IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 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
UE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
ftR**RR#<fiRik***<tR#**R#**R###<RR*kt*ffi
# t
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]
R *
*RRRtR*#R**R**#**RR#*R<*#RRR*RR#RR#*#fi#
<kR <4i #fk ### **# ##* R## *fi* R#i *#* **# ### R#R ### ### kRk Ri# #RR ##* ### R#* #*# R4* #** *#* *## R<* *** #** f## ### 4#*
*
*
2 KK * OUT
*
##f****R<k*R<f
3 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 360 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 119. 3.17 14. 14. 14. .03
ROUTED TO OUT 71. 3.35 9. 9. 9. .03
MAXIMUM TIME OF
STAGE MAX STAGE
117.87 3.35
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION OUT
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 112.00 118.50 118.50
STORAGE 0. 4. 4.
OUTFLOW 0. 103. 103.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC-FT CPS HOURS HOURS HOURS
1.00 117.87 .00 3. 71. .00 3.35 .00
NORMAL END OF HEC-1 ***
?j ( L A14
(nov-5- toy )bz 4= Z 41
3 41
2-G16-7 (o = xZCz)( i3o -6z.4)
Z??-?>
Worksheet
Worksheet for Circular Channel
Project Description
Worksheet Circular Channel
Flow Element Circular Channel
Method Manning's Formu
Solve For Channel Depth
Input Data
Mannings Coeffic 0.012
Slope 005000 ft/ft
Diameter 42 in
Discharge 71.00 cfs
Results
Depth 2.65 ft
Flow Area 7.8 ft2
Wetted Perime 7.38 ft
Top Width 3.00 ft
Critical Depth 2.64 ft
Percent Full 75.7 %
Critical Slope 0.005036 ft/ft
Velocity 9.09 ft/s
Velocity Head 1.28 ft
Specific Energ, 3.93 ft
Froude Numbe 0.99
Maximum Disc 82.90 cfs
Discharge Full 77.07 cfs
Slope Full 0.004244 ft/ft
Flow Type Subcritical
Project Engineer: Scott Gregory
untitled.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
05/26/04 10:05:57 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
STORM DRAINAGE CALCULATIONS
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C1312A-C1312
Worksheet for Circular Channel
Project Description
Worksheet cb12a-cb12
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.012800 ft/ft
Discharge 34.70 cfs
Results
Depth 2.18 ft
Diameter 2d in 30
Flow Area 3.7 ft2
Wetted Perimeter 6.28 ft
Top Width 0.00 ft
Critical Depth 1.99 ft
Percent Full 100.0 %
Critical Slope 0.011140 ft/ft
Velocity 9.33 ft/s
Velocity Head 1.35 ft
Specific Energy 3.53 ft
Froude Number 0.00
Maximum Dischart 37.33 cfs
Discharge Full 34.70 cfs
Slope Full 0.012800 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\flow\stormdrainpipes7-26-04.fm2 Geosclence Group, Inc FlowMaster v6.0 [614b]
07127/04 09:27:40 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB12-CB11
Worksheet for Circular Channel
Project Description
Worksheet cb12-cb11
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.006700 ft/ft
Discharge 35.57 cfs
Results
Depth 2.48 ft
Diameter 30 in
Flow Area 4.8 ft'
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 2.03 ft
Percent Full 100.0 %
Critical Slope 0.006735 ft/ft
Velocity 7.37 ft/s
Velocity Head 0.84 ft
Specific Energy 3.32 It
Froude Number 0.00
Maximum Dischart 38.26 cfs
Discharge Full 35.57 cfs
Slope Full 0.006700 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\Flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
07/27/04 09:28:58 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB11-CB10
Worksheet for Circular Channel
Project Description
Worksheet cb11-cb10
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.008400 ft/ft
Discharge 37.04 cfs
Results
Depth 2.41 ft
Diameter ,.21 in 30
Flow Area 4.6 ft'
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 2.06 ft
Percent Full 100.0 %
Critical Slope 0.007834 ft/ft
Velocity 8.10 ft/s
Velocity Head 1.02 ft
Specific Energy 3.43 ft
Froude Number 0.00
Maximum Discharl 39.84 cfs
Discharge Full 37.04 cfs
Slope Full 0.008400 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614bj
07/27/04 10:27:34 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB10C-CB10B
Worksheet for Circular Channel
Project Description
Worksheet cb10c-cb10b
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.005000 ft/ft
Discharge 1.47 cfs
Results
Depth 0.79 ft
Diameter Win 15
Flow Area 0.5 ft'
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 0.55 ft
Percent Full 100.0 %
Critical Slope 0.007274 ft/ft
Velocity 2.98 ft/s
Velocity Head 0.14 ft
Specific Energy 0.93 ft
Froude Number 0.00
Maximum Dischari 1.58 cfs
Discharge Full 1.47 cfs
Slope Full 0.005000 ft/ft
Flow Type NIA
r
Project Engineer: Scott Gregory
r:\...\cogdell mob\flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
07/27/04 09:30:45 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB10B-CB10A
Worksheet for Circular Channel
Project Description
Worksheet cb10b-cb10a
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.005000 ft/ft
Discharge 2.54 cfs
Results
Depth 0.97 It
Diameter min i
Flow Area 0.7 ft'
Wetted Perimeter 0.00 It
Top Width 0.00 It
Critical Depth 0.69 ft
Percent Full 100.0 %
Critical Slope 0.006962 ft/ft
Velocity 3.41 ft/s
Velocity Head 0.18 ft
Specific Energy 1.15 ft
Froude Number 0.00
Maximum Dischari 2.73 cfs
Discharge Full 2.54 cfs
Slope Full 0.005000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
07/27/04 02:57:23 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Ci310A-CB10
Worksheet for Circular Channel
Project Description
Worksheet cb10a-cb 10
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.009000 ft/ft
Discharge 6.08 cfs
Results
Depth 1.21 ft
Diameter 15 in
Flow Area 1.1 ftz
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 1.00 ft
Percent Full 100.0 %
Critical Slope 0.008852 ft/ft
Velocity 5.29 ft/s
Velocity Head 0.44 ft
Specific Energy 1.64 ft
Froude Number 0.00
Maximum Dischart 6.54 cfs
Discharge Full 6.08 cfs
Slope Full 0.009000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\flow\stormdrainpipes7-26-04.fm2 Geosclence Group, Inc FlowMaster v6.0 [614bj
07/27/04 09:35:45 AM 0 Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
C1310-CB9
Worksheet for Circular Channel
Project Description
Worksheet cb10-cb9
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter

Input Data
Mannings Coefficient 0.012
Slope 0.010000 ft/ft
Discharge 43.65 cfs
Results
Depth 2.48 ft
Diameter 30 in
Flow Area 4.8 ft2
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 2.20 ft
Percent Full 100.0 %
Critical Slope 0.008932 ft/ft
Velocity 9.01 ft/s
Velocity Head 1.26 ft
Specific Energy 3.75 ft
Froude Number 0.00
Maximum Discharl 46.95 cfs
Discharge Full 43.65 cfs
Slope Full 0.010000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614bj
07/27/04 09:39:11 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB9-C138
Worksheet for Circular Channel
Project Description
Worksheet cb9-cb8
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.009300 ft/ft
Discharge 47.46 cis
Results
Depth 2.60 ft
Diameter ,3-f in 3w
Flow Area 5.3 ft2
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 2.28 ft
Percent Full 100.0 %
Critical Slope 0.008402 ft/ft
Velocity 8.96 ft/s
Velocity Head 1.25 ft
Specific Energy 3.84 ft
Froude Number 0.00
Maximum Dischart 51.05 cfs
Discharge Full 47.46 cfs
Slope Full 0.009300 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\Flow\stormdrain pipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b
07/27/04 09:42:11 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB8A-CB8
Worksheet for Circular Channel
Project Description
Worksheet cb8a-cb8
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.009500 ft/ft
Discharge 6.61 cfs
Results
Depth 1.24 ft
Diameter X in
Flow Area 1.2 ft'
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 1.04 ft
Percent Full 100.0 %
Critical Slope 0.009139 ft/ft
Velocity 5.51 ft/s
Velocity Head 0.47 ft
Specific Energy 1.71 ft
Froude Number 0.00
Maximum Dischart 7.11 cfs
Discharge Full 6.61 cfs
Slope Full 0.009500 ft/ft
Flow Type N/A +
Project Engineer: Scott Gregory
r:\...\cogdell mob\flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
07/27/04 09:45:41 AM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB8-CBT
Worksheet for Circular Channel
Project Description
Worksheet cb8-cb7
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.005000 ft/ft
Discharge 56.94 cfs
Results
Depth 3.12 ft
Diameter 27 in L j
Flow Area 7.7 ft2
Wetted Perimeter 0.00 ft
Top Width 0.00 It
Critical Depth 2.43 ft
Percent Full 100.0 %
Critical Slope 0.005547 ft/ft
Velocity 7.43 ft/s
Velocity Head 0.86 ft
Specific Energy 3.98 ft
Froude Number 0.00
Maximum Dischart 61.25 cfs
Discharge Full 56.94 cfs
Slope Full 0.005000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\Flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
Page 1 of 1
07/27104 09:47:15 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] 9e
CB7-CB6
Worksheet for Circular Channel
Project Description
Worksheet cb7-cb6
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.005000 ft/ft
Discharge 60.15 cfs
Results
Depth 3.19 ft
Diameter >8 in ?Z
Flow Area 8.0 ft'
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 2.48 ft
Percent Full 100.0 %
Critical Slope 0.005527 ft/ft
Velocity 7.53 ft/s
Velocity Head 0.88 ft
Specific Energy 4.07 ft
Froude Number 0.00
Maximum Dischart 64.70 cfs
Discharge Full 60.15 cfs
Slope Full 0.005000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\Flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
Page 1 of 1
07/27/04 09:47:57 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone]
C136-CB5
Worksheet for Circular Channel
Project Description
Worksheet cb6-cb5
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter

Input Data
Mannings Coefficient 0.012
Slope 0.005000 ft/ft
Discharge 60.88 cfs
Results
Depth 3.20 ft
Diameter _3eln q Z
Flow Area 8.1 ft,
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 2.50 ft
Percent Full 100.0 %
Critical Slope 0.005523 ft/ft
Velocity 7.55 ft/s
Velocity Head 0.89 ft
Specific Energy 4.09 It
Froude Number 0.00
Maximum Dischari 65.49 cfs
Discharge Full 60.88 cfs
Slope Full 0.005000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
Geosclence Group, Inc FlowMaster v6.0 [614b]
r:\...\cogdell mob\flow\stormdrainpipes7-26-04.fm2
07/27/04 09:49:09 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
D15A-CB5
Worksheet for Circular Channel
Project Description
Worksheet di5a-cb5
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.016000 ft/ft
Discharge 6.95 cfs
Results
Depth 1.14 ft
Diameter ;4- in 19J
Flow Area 1.0 ft'
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 1.05 ft
Percent Full 100.0 %
Critical Slope 0.013916 ft1ft
Velocity 6.79 Ws
Velocity Head 0.72 ft
Specific Energy 1.86 ft
Froude Number 0.00
Maximum Discharl 7.48 cfs
Discharge Full 6.95 cfs
Slope Full 0.016000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 (614b]
07/27/04 09:50:41 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA [phone] Page 1 of 1
CB5-CB4
Worksheet for Circular Channel
Project Description
Worksheet cb5-cb4
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.005200 ft/ft
Discharge 68.10 cfs
Results
Depth 3.32 ft
Diameter W in i,+Z
Flow Area 8.6 ft2
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 2.62 ft
Percent Full 100.0 %
Critical Slope 0.005602 ft/ft
Velocity 7.88 ft/s
Velocity Head 0.97 ft
Specific Energy 4.28 ft
Froude Number 0.00
Maximum Dischari 73.26 cfs
Discharge Full 68.10 cfs
Slope Full 0.005200 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\Flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
07/27/04 09:51:42 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB413-C64A
Worksheet for Circular Channel
Project Description
Worksheet cb4b-cb4a
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.012000 ft/ft
Discharge 0.87 cfs
Results
Depth 0.55 ft
Diameter _7,1n
Flow Area 0.2 ftz
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 0.46 ft
Percent Full 100.0 %
Critical Slope 0.011690 ft/ft
Velocity 3.63 ft/s
Velocity Head 0.20 ft
Specific Energy 0.76 ft
Froude Number 0.00
Maximum Discharl 0.94 cfs
Discharge Full 0.87 cfs
Slope Full 0.012000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\flow\stormdrain pipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 (614b]
07/27/04 09:52:41 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB4A-CB4
Worksheet for Circular Channel
Project Description
Worksheet cb4a-cb4
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.035600 ft/ft
Discharge 2.47 cfs
Results
Depth 0.67 ft
Diameter Yin
Flow Area 0.3 ft2
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 0.65 ft
Percent Full 100.0 %
Critical Slope 0.031457 ft/ft
Velocity 7.08 ft/s
Velocity Head 0.78 ft
Specific Energy 1.44 ft
Froude Number 0.00
Maximum Discharl 2.66 cfs
Discharge Full 2.47 cfs
Slope Full 0.035600 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
07127/04 09:54:06 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB4-CB3
Worksheet for Circular Channel
Project Description
Worksheet cb4-cb3
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.005500 ft/ft
Discharge 71.04 cfs

Results
Depth 3.33 ft
Diameter -4e in q21
Flow Area 8.7 ft2
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 2.67 ft
Percent Full 100.0 %
Critical Slope 0.005767 ft/ft
Velocity 8.13 ft/s
Velocity Head 1.03 ft
Specific Energy 4.36 ft
Froude Number 0.00
Maximum Dischan 76.42 cfs
Discharge Full 71.04 cfs
Slope Full 0.005500 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\Flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
07/27/04 09:55:19 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB3-HW1
Worksheet for Circular Channel
Project Description
Worksheet cb3-hw1
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.011700 ft/ft
Discharge 73.37 cfs
Results
Depth 2.93 ft
Diameter .,W in ?Z
Flow Area 6.7 ft:
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 2.69 ft
Percent Full 100.0 %
Critical Slope 0.010175 ft/ft
Velocity 10.88 ft/s
Velocity Head 1.84 ft
Specific Energy 4.77 ft
Froude Number 0.00
Maximum Dischari 78.92 cfs
Discharge Full 73.37 cfs
Slope Full 0.011700 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\flow\stormdrainpipes7-26-04.fm2 Geosclence Group, Inc FlowMaster v6.0 (614b]
07/27/04 09:56:37 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB2CB19
Worksheet for ircular Channel
Project Description
Worksheet cb20-cbl9
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficie nt 0.012
Slope 0.005000 ft/ft
Discharge 1.80 cfs
Results
Depth 0.86 ft
Diameter IV in ?j
Flow Area 0.6 ftz
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 0.60 ft
Percent Full 100.0 %
Critical Slope 0.007161 ft/ft
Velocity 3.13 ft/s
Velocity Head 0.15 ft
Specific Energy 1.01 ft
Froude Number 0.00
Maximum Dischari 1.94 cfs
Discharge Full 1.80 cfs
Slope Full 0.005000 ft /ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\flow\stormdrainpipes7-26-04.fm2 Geosclence Group, Inc FlowMaster v6.0 [614bj
07/27/04 09:57:46 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB19-CB18
Worksheet for Circular Channel
Project Description
Worksheet cb19-cb18
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.005000 ft/ft
Discharge 3.07 cfs

Results
Depth 1.05 ft
Diameter Je in i'
Flow Area 0.9 ft'
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 0.74 ft
Percent Full 100.0 %
Critical Slope 0.006857 ft/ft
Velocity 3.58 ft/s
Velocity Head 0.20 ft
Specific Energy 1.24 ft
Froude Number 0.00
Maximum Discharc 3.30 cfs
Discharge Full 3.07 cfs
Slope Full 0.005000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\Flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
07/27/04 09:58:45 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB18-CB17
Worksheet for Circular Channel
Project Description
Worksheet cb18-cb17
Flow Element Circular Channc
Method Manning's Forr
Solve For Full Flow DiarnE
Input Data
Mannings Coe ffic 0.012
Slope 005000 ft/ft
Discharge 6.41 cis
Results
Depth 1.38 ft
Diameter 17 in
Flow Area 1.5 ft'
Wetted Perime 0.00 ft
Top Width 0.00 ft
Critical Depth 1.00 ft
Percent Full 100.0 %
Critical Slope 006467 ft/ft
Velocity 4.30 ft/s
Velocity Head 0.29 ft
Specific Energ, 1.66 ft
Froude Numbe 0.00
Maximum Disc 6.90 cis
Discharge Full 6.41 cfs
Slope Full 005000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\drawings\2003pr-1\cogdel-1\flow\stormd-1.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
09/09/04 02:34:39 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB17-CB16
Worksheet for Circular Channel
Project Description
Worksheet cb17-cb16
Flow Element Circular Chann(
Method Manning's Forrr
Solve For Full Flow Diame
Input Data
Mannings Coeffic 0.012
Slope 005000 ft/ft
Discharge 17.70 cfs
Results
Depth 2.02 ft
Diameter 24 in
Flow Area 3.2 ft'
Wetted Perime 0.00 ft
Top Width 0.00 ft
Critical Depth 1.51 ft
Percent Full 100.0 %
Critical Slope 005999 ft/ft
Velocity 5.55 ft/s
Velocity Head 0.48 ft
Specific Energ- 2.49 ft
Froude Numbe 0.00
Maximum Disc 19.04 cfs
Discharge Full 17.70 cfs
Slope Full 005000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\drawings\2003pr-1\cogdel-1\flow\stormd-1.fm2 Geoscience Group, Inc FlowMaster v6.0 [614bj
09/09/04 02:35:11 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB16-CB15
Worksheet for Circular Channel
Project Description
Worksheet cb16-cb15
Flow Element Circular Channc
Method Manning's Forrr
Solve For Full Flow DIME
Input Data
Mannings Coeffic 0.012
Slope 005000 ft/ft
Discharge 18.76 cis
Results
Depth 2.06 ft
Diameter 25 in
Flow Area 3.3 ft'
Wetted Perime 0.00 ft
Top Width 0.00 ft
Critical Depth 1.55 ft
Percent Full 100.0 %
Critical Slope 005975 fl/ft
Velocity 5.63 ft/s
Velocity Head 0.49 ft
Specific Energ, 2.55 ft
Froude Numbe 0.00
Maximum Disc 20.18 cfs
Discharge Full 18.76 cfs
Slope Full 005000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\drawings\2003pr-1\cogdei-1\flow\stormd-I .fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
09109104 02:35:41 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB15-CB14
Worksheet for Circular Channel
Project Description
Worksheet cb15-cb14
Flow Element Circular ChannE
Method Manning's Forrr
Solve For Full Flow DiamE
Input Data
Mannings Coeffic 0.012
Slope 005000 ft/ft
Discharge 20.70 cfs
Results
Depth 2.14 ft
Diameter 26 in 'z, C`
Flow Area 3.6 ft2
Wetted Perime 0.00 ft
Top Width 0.00 ft
Critical Depth 1.61 ft
Percent Full 100.0 %
Critical Slope 005934 ft/ft
Velocity 5.77 f Js
Velocity Head 0.52 ft
Specific Energ, 2.65 ft
Froude Numbe 0.00
Maximum Disc 22.27 cfs
Discharge Full 20.70 cfs
Slope Full 005000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\drawings\2003pr-1\cogdel-1\flow\stormd-1.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
09/09/04 02:35:57 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB14-HW13
Worksheet for Circular Channel
Project Description
Worksheet cb14-hw13
Flow Element Circular Channc
Method Manning's Forrr
Solve For Full Flow Diamf
Input Data
Mannings Coe ffic 0.012
Slope 005000 ft/ft
Discharge 22.31 cfs
Results
Depth 2.20 ft
Diameter 26 in h
Flow Area 3.8 ft'
Wetted Perime 0.00 ft
Top Width 0.00 ft
Critical Depth 1.66 ft
Percent Full 100.0 %
Critical Slope 005903 ft/ft
Velocity 5.88 ft/s
Velocity Head 0.54 ft
Specific Energ, 2.74 ft
Froude Numbe 0.00
Maximum Disc 24.00 cfs
Discharge Full 22.31 cfs
Slope Full 005000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\drawings\2003pr-1\cogdel-1\flow\stormd-l.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b)
09/09/04 02:36:11 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB23-CB22
Worksheet for Circular Channel
Project Description
Worksheet cb23-cb22
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficie nt 0.012
Slope 0.005000 ft/ft
Discharge 0.33 cfs
Results
Depth 0.45 ft
,
Diameter W in 15
Flow Area 0.2 112
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 0.30 ft
Percent Full 100.0 %
Critical Slope 0.008283 ft/ft
Velocity 2.05 ft/s
Velocity Head 0.07 ft
Specific Energy 0.52 ft
Froude Number 0.00
Maximum Dischart 0.35 cfs
Discharge Full 0.33 cfs
Slope Full 0.005000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdeli mob\flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b)
07127/04 10:15:05 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB22-HW21
Worksheet for Circular Channel
Project Description
Worksheet cb22-hw21
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficie nt 0.012
Slope 0.007100 ft/ft
Discharge 0.67 cfs
Results
Depth 0.55 It
Diameter -11n
Flow Area 0.2 f12
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 0.41 ft
Percent Full 100.0 %
Critical Slope 0.008939 ft/ft
Velocity 2.79 ft/s
Velocity Head 0.12 ft
Specific Energy 0.67 ft
Froude Number 0.00
Maximum Dischari 0.72 cfs
Discharge Full 0.67 cfs
Slope Full 0.007100 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 (614bj
07/27/04 10:16:12 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB27-CB26
Worksheet for Circular Channel
Project Description
Worksheet cb27-cb26
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter

Input Data
Mannings Coefficient 0.012
Slope 0.005200 ft/ft
Discharge 0.53 cfs
Results
Depth 0.54 ft
Diameter e' in 1(6
Flow Area 0.2 ft=
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 0.36 ft
Percent Full 100.0 %
Critical Slope 0.008058 ft1ft
Velocity 2.34 ft/s
Velocity Head 0.09 ft
Specific Energy 0.62 ft
Froude Number 0.00
Maximum Dischart 0.57 cfs
Discharge Full 0.53 cfs
Slope Full 0.005200 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\flow\stormdrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
07/27/04 10:18:05 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
CB26-FES25
Worksheet for Circular Channel
Project Description
Worksheet cb26-fes25
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.012
Slope 0.005000 ft/ft
Discharge 1.27 cfs
Results
Depth 0.75 It
Diameter in /
Flow Area 0.4 ft2
Wetted Perimeter 0.00 ft
Top Width 0.00 ft
Critical Depth 0.52 ft
Percent Full 100.0 %
Critical Slope 0.007369 ft/ft
Velocity 2.87 ft/s
Velocity Head 0.13 ft
Specific Energy 0.88 ft
Froude Number 0.00
Maximum Dischart 1.37 cfs
Discharge Full 1.27 cfs
Slope Full 0.005000 ft/ft
Flow Type N/A
Project Engineer: Scott Gregory
r:\...\cogdell mob\Flow\storTndrainpipes7-26-04.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
07/27/04 10:18:58 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
PERMANENT DITCHES
SEE STORMWATER DRAINAGE AREA MAP FOR DRAINAGE AREAS
Worksheet
Worksheet for Triangular Channel
Project Description
Worksheet PD#1
Flow Element Triangular Char
Method Manning's Forrr
Solve For Channel Depth
Input Data
Mannings Coeffic 0.035
Slope 020000 ft/ft
Left Side Slope 0.30 V : H
Right Side Slope 0.30 V : H
Discharge 34.70 cfs
Results
Depth 1.48 It
Flow Area 7.3 ft'
Wetted Perim( 10.28 ft
Top Width 9.85 ft
Critical Depth 1.46 ft
Critical Slope 0.020976 ft/ft
Velocity 4.77 ft/s
Velocity Head 0.35 ft
Specific Enerc 1.83 ft
Froude Numb, 0.98
Flow Type Subcritical
Project Engineer: Kevin Caldwell
r:\...\2003 projects\cogdell mob\flow\d itches.fm2 Geoscience Group, Inc FlowMaster v6.0 (614b]
10/27/04 11:05:09 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
HYDRAULIC RESULTS
Discharge
cfs Peak Flow
Period hrs Velocity (fps] Area (sq.ft) Hydraulic
Radius(ft) Normal
Depth ft
04.7 0.1 4.41 7.88 0.75 1.20
COMPOSITE RESULTS
Low-Flow Channel
Depth ft Low Flow
Perimeter ft Channel
Perimeter ft Effective
Mannin 's'n' Shear Ratio
2.00 10.56 10.56 0.039 0.00
LINER RESULTS
5150
S = 0.0200 1
1L
Bottom
3.0 Width = 3.00 It 3.0
5150 (n=0.039) Motto Scale

Reach Matting Type
Stability Analysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type
I
Density
Shear Stress
(Psf)
Shear Stress
(Psf)
Low Flow 5150 Unvegetated 1.75 1.49 1.17 STABLE
Staple D
Side Slope 5150 Unvegetated 1.75 0.00 N1A STABLE
Staple D
****************************************************************************
ORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.2
ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
SER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
***************************************************************************
ROJECT NAME: PERM#1
OMPUTED BY:
ROM STATION/REACH:
RAINAGE AREA:
PROJECT NO.:
DATE: 10/27/2004
TO STATION/REACH:
DESIGN FREQUENCY:
INPUT PARAMETERS
hannel Discharge : 34.7 cfs (.98 m^3/s)
eak Flow Period : 0.083 hours
hannel Slope :0.02 ft/ft (0.02 m/m)
hannel Bottom Width : 3.0 ft (.91 m)
aft Side Slope :31
ight Side Slope :3:1
ow-Flow Lining Type : S150 Staple D
ermissible Shear(TpL) : 1.75 psf (83.8 Pa)
ide Slope Lining Type : S150 Staple D
ermissible Shear(TpZ) : 1.75 psf (83.8 Pa)
ow-Flow Channel Depth :2. ft (.61 m)
ow-Flow Channel Perimeter : 10.56 ft (3.22 m)
CALCULATIONS
iitial Depth Estimate = 0.16 * (34.7 /(0.020^0.5))^0.375 = 1.26 ft (.38 m)
inal Channel Depth (after 126 iterations) = 1.2 ft (0.36 m)
low Area = (3.0 * 1.2)+(0.5 *1.20^2 * (3.0+3.0)) = 7.9 sq.ft (0.7 m^2)
Vet Per. =3.0 +(1.2*(((3.OA2)+1)^.5 +((3.0^2)+1)".5)) = 10.6 ft (3.2 m)
lydraulic Radius = (7.9 / 10.6) = 0.7 ft (0.2 m)
:hannel Velocity =(1.486/0.039)*(0.7^0.667)*(0.020^.5) = 4.4 fps (1.3 m/s)
:hannel Effective Manning's Roughness = 0.039
alculated Shear (Td) = 62.4 * 1.20 * 0.020 = 1.49 psf (71.5 Pa)
afety Factor = (Tp/Td) = (1.75 /1.49) = 1.17
********** Side Slope Lining **********
ide Shear Ratio (K1) [B/d = 3.0/1.20 = 2.5, Chart 13 HEC-15] = 0.00
lanning's Roughness = 0.039
alculated Shear (Ts) = (K1 * Td) = 0.00 * 1.49 = 0.00 psf (0.0 Pa)
afety Factor = (Tp/Ts) = (1.75 /0.00) = N/A
Worksheet
Worksheet for Triangular Channel
Project Description
Worksheet PD#2
Flow Element Triangular Char
Method Manning's Forrr
Solve For Channel Depth
Input Data
Mannings Coeffic 0.035
Slope 0 20000 ft /ft
Left Side Slope 0.30 V : H
Right Side Slope 0.30 V : H
Discharge 14.06 cfs
Results
Depth 1.05 ft
Flow Area 3.7 ft2
Wetted Perim 7.33 ft
Top Width 7.02 ft
Critical Depth 1.02 ft
Critical Slope 0.023661 ft/ft
Velocity 3.80 ft/s
Velocity Head 0.22 ft
Specific Enerc 1.28 ft
Froude Numb. 0.92
Flow Type 5ubcritical
Project Engineer: Kevin Caldwell
r:\...\2003 projects\cogdell mob\flow\d itches.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
10/27/04 11:12:53 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
HYDRAULIC RESULTS
Discharge
cfs Peak Flow
Period hrs Velocity (fps Area (sq.ft) Hydraulic
Radius(ft) Normal
Depth ft
h 4.1 0.1 3.02 4.66 0.56 0.84
COMPOST I t KtSUL 15
Low-Flow Channel
Depth ft Low Flow
Perimeter ft Channel
Perimeter ft Effective
Mannin 's 'n' Shear Ratio
2.00 8.33 8.33 0.047 0.00
LINER RESULTS
5150 (n=0.047)
S = 0.0200
1L I1
Bottom -1
3.0 Width = 3.00 It 3.0
S150 (n=0.047) Not to Scale

Reach Matting Type
Stability Analysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(psf) Shear Stress
(psf)
Low Flow S150 Unvegetated 1.75 1.05 1.66 STABLE
Staple D
Side Slope 5150 Unvegetated 1.75 0.00 N/A STABLE
Staple D
***************************************************************************
)RTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.2
)RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
'ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
**************************************************************************
;OJECT NAME: PERM#2
)MPUTED BY:
;OM STATION/REACH:
tAINAGE AREA:
PROJECT NO.:
DATE: 10/27/2004
TO STATION/REACH:
DESIGN FREQUENCY:
**************************************************************************
INPUT PARAMETERS
**************************************************************************
cannel Discharge : 14.1 cfs (.40 MA 3/s)
ak Flow Period : 0.083 hours
cannel Slope :0.02 ft/ft (0.02 m/m)
cannel Bottom W idth : 3.0 ft (.91 m)
ft Side Slope :3:1
jht Side Slope :31
w-Flow Lining Type : S150 Staple D
,rmissible Shear(TpL) : 1.75 psf (83.8 Pa)
le Slope Lining Type : S150 Staple D
.rmissible Shear(TpZ) : 1.75 psf (83.8 Pa)
w-Flow Channel Depth :2. ft (.61 m)
w-Flow Channel Perimeter : 8.33 ft (2.54 m)
**************************************************************************
CALCULATIONS
**************************************************************************
tial Depth Estimate = 0.16 * (14.1 /(0.020^0.5))^0.375 = 0.90 ft (.27 m)
cal Channel Depth (after 144 iterations) _ .84 ft (0.26 m)
)w Area = (3.0 * 0.8)+(0.5 *0.84^2 * (3.0+3.0)) = 4.7 sq.ft (0.4 m^2)
at Per. =3.0 +(0.8*(((3.0^2)+1)^.5 +((3.0^2)+1)^.5)) = 8.3 ft (2.5 m)
-draulic Radius = (4.7 / 8.3) = 0.6 ft (0.2 m)
cannel Velocity =(1.486/0.047)*(0.6^0.667)*(0.020^.5) = 3.0 fps (0.9 m/s)
cannel Effective Manning's Roughness = 0.047
ilculated Shear (Td) = 62.4 * 0.84 * 0.020 = 1.05 psf (50.3 Pa)
fety Factor = (Tp/Td) = (1.75 /1.05) = 1.66
********** Side Slope Lining **********
ie Shear Ratio (K1) [B/d = 3.0/0.84 = 3.6, Chart 13 HEC-15] = 0.00
inning's Roughness = 0.047
dculated Shear (Ts) = (K1 * Td) = 0.00 * 1.05 = 0.00 psf (0.0 Pa)
fety Factor = (Tp/Ts) = (1.75 /0.00) = N/A
RIP-RAP CALCULATIONS
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EROSION CONTROL CALCULATIONS
Worksheet
Worksheet for Triangular Channel
Project Description
Worksheet TD#6
Flow Element Triangular Char
Method Manning's ForrT
Solve For Channel Depth
Input Data
Mannings Coeffic 0.035
Slope 005000 ft/ft
Left Side Slope 0.30 V : H
Right Side Slope 0.30 V : H
Discharge 5.34 cfs

Results
Depth 0.95 ft
Flow Area 3.0 ft'
Wetted Perim( 6.61 ft
Top Width 6.33 ft
Critical Depth 0.69 ft
Critical Slope 0.026921 ft/ft
Velocity 1.76 ft/s94
Velocity Head 0.05 ft
Specific Enerc 1.00 ft
Froude Numb, 0.45
Flow Type 5ubcritical

Project Engineer: Kevin Caldwell
r:\...\2003 projects\cogdell mob\flow\d itches.fm2 Geosclence Group, Inc FlowMaster v6.0 [614b]
05/03/04 02:53:50 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
December 3, 2004
EXPRESS REVIEW ACCEPTANCE LETTER
Mr. Dave Baker
Cogdell Spencer Advisors
4401 Barclay Downs Drive, Suite 300
Charlotte, NC 28209
Fax #: [phone]
Dear Mr. Baker:
Project Name: Lewis and Allan Land
Cumberland County
On December 2, 2004, the Wetlands/401 Unit of the Division of Water Quality received a Fax/email request from
Mr. Todd Preuninger regarding a project known as "Lewis and Allan Land" for acceptance into the Express
Review Program. This letter advises you that your project will be accepted into the Express Review Program
once the following items are received: 1) a fee of $2,000.00 made payable to the North Carolina Division of
Water Quality, and 2) a complete application package. Submittal requirements are detailed in the Express
Review Stormwater Management Application Form. Thank you for your attention to this matter.
Please keep in mind that the clock for this project will not start until receipt of the completed application package
and required fee are received.
If you have any questions or wish to discuss these matters further please do not hesitate to call Cynthia Van Der
Wiele at 919.715.3473 or Deborah Edwards at 733.9502.
Sincerely,
161
Alan W. Klimek, P.E., Director
AW K/cvdw
cc: DWQ Fayetteville Regional Office
File copy
Central Files
Todd Preuninger, S & EC, 11010 Raven Ridge Rd., Raleigh, NC 27614
Filename: Lewis&AIIanLandStorm
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] /FAX [phone] /Internet: http:/fh2o,enr.state.nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
NorthCarohna
Naturally

F-IWA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
EXPRESS PERMIT REVIEW PROGRAM
Division of Water Quality
Department of Environmental and Natural Resources
Wetlands/401 Unit
Street Address: 2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
Mailing Address: 1650 Mail Service Center
Raleigh, NC 27699-1650
Contact Information: Phone #: [phone]
Fax #: [phone]
Fax To: Dave Baker Fax #: [phone]
Todd Preuninger 919.846.9467
Subject: Lewis and Allan Land Date: December 3, 2004
Number of pages including cover sheet: 2
Notes or special instructions:
The original will be sent in the mail. If you have questions please call Debbie Edwards at 919-733-9502.
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650 One
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604 NorthCarolina
Phone: [phone] / FAX [phone] / Internet: http://h2().enr.statc.nc.us/ncwctl Inds Naturally
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
r
,12.02%2004 10:19 FAY
Raleigh. Ntnth Carolina 27614 -
www-SandEC-com
DATA:: p a W
TO: NAME: ?1 Utc? UG.?? 1 ?lQ
COMPANY:
-1 IYFF 00
FAX NUMBER:
FRO G i C l.nu e _ SUBJECT- 061be 6;
n+ A4
The following items are bein€; faxed. Number of pages including transmittal she-et:?
- For Your Comments/Approval For Your Information
_ Per Our Conversation Per Your Request
Please Advise Please Call
Would Like To Discuss Please Handle
HARD COPY SENT:
US Regular Mail
f)vernight
REMARKS:
4 DWQ DORNEI Z001
Consultants, PA
'honc; [phone] - Fax= [phone]
Project Number--
CC:
Hand Delivery
No Hard Copy Sent
IF YOU HAVE A Y 24' OBLEMS WITH TI3IS TRANSMISSION, PLEASE
CONTACT ey) AT [phone].
*CONFIDENTIALITY NOTICE*
This transmission is intended only for the use of the individual or entity to which it is addressed and may contain
information that is privileged and coufdential. If the reader of this message is not the intended recipient, you are hereby
notified that any disclosure, distributio-k or copying of this information is strictly prohibited. If you have received this
transmission in error, please notify us immediately by telephone and return the faxed documents to us at the above address
via the United States Postal Service.
Grccnshoro Ot?icC:
Charloua Olfi 3817-E J,awndalc Urivc
236 LePhillip Couri_ Suite C Greensboro. NC. 27455
Concord. NC 28025 Phonc;. [phone]
Ph-.- ('104) 770-9405 r- - roz?? gAO-K735
DEC-2-2004 THU 09:51 TEL:[phone] NAME:DWQ-WETLANDS P. 1
Environmental
FACSIMILE SHEET
FAX NO. (919),946-9467
12/02%2004 10:19 FAX
4 DW9 DORNEI Z002
INITIAL INTEREST IN PARTICIPATION IN THE EXPRESS REVIEW PROGRAM
WITHIN THE 401 OVERSITE/EXPRESS PERMITTING UNIT
September 1, 2004
Version 3
Applicant Name: Dave Baker
Co dell S encer Advisors
Applicant Address: 4401 Barclay D(wns Drive Suite 300
Charlotte NC 2209
Applicant's phone number: 704-940-!931 . Fax number: 704-940-2959
Applicant's email address: Dbaker J),:ogdellspencer.com
Consultant Name (if applicable): To(Jd Preunin er
Soil & Environmental Consultants PA
Consultant address (if applicable), 11'001 Raven Ride Rd
&lei h_ NC 27614
Consultant's phone number: 919.846-5900 Fax number: 919-846-9467
Consultant's email address: preunin ;rgsandec com
Type of action requested under the Express Review Program (check all that apply):
C] 401 Water Quality Certification
? Isolated Wetland Permit
? Riparian Buffer Approval
® Stormwater Management Plan
? Mitigation Plan
? stream ? wetland
? Stream Origin Determination
# of Determinations Requested
? Intermittent/Perennial Determination
# of Detenninations Requested
? buffers (check all appropriate)
Name of Project: Lewis and Allan Lsnd County: Cumberland
Total project acreage: -15 (acres) Total built out impervious area: >30 (acres)
Nearest named stream (from USGS t(po map): Carvers Creep tributa to Ca Fear River Basin
Please provide a brief description of this project (attach site plan if available):
The rovosed proimt consists of the c,;onstructien of an ou atient medical facilit
Please attach a map of site location wing USGS 1:24,000 map and county soil survey.
1
DEC-2-2004 THU 89:52 TEL:[phone] NAME:DWQ-WETLANDS P. 2
.12/02-•2004 10:20 FAX
4 DW9 DORNEY 0 003
Location of project site - please include reference to the county, nearest name town and highway number.
The ro ect is located southwest of th" intersection of Ramsey Street (Highway 401) and Andrews Road (SR 1611 in
fa etteville in Cumberland Count .
Proposed impacts:
N/A ra.viousl permitted)
N/A
N/A
N/A
N/A
Acres of 404 wetlands
Acres of isolated wetlands
Linear feet of streams
Linear feet of isolated streams
Square feet of protected stream buffers
Has consultant or applicant attended any DWQ-sponsored training sessions in the past two years? If so, please list
which ones. Yes Ex Tess Permit course and Microblenthos ID course.
Has any DWQ staff visited the site? 110 if yes, please provide DWQ staff name,
and date of visit:
Which other enviromuental permits from other agencies will be needed for this project? Please list the
permits and issuing agencies below:
401 DWC?# 03-1226) and 404 (Action ID# 200400017' rmits have already been obtained.
Does this project require approval unler the State Environmental Policy Act or National Environmental Policy Act?
No
Is this project an After-the-fact application or has this project received a previous Notice of Violation from DWQ?
N/A
Does this project require approval of a Variance from the NC Environmental Management Commission? No.
Are you aware of any local controversy concerning this project? If so, please describe the controversy and any
measures that have been taken with aspect to pub] ie involvement-
This form must be submitted via email (c/o 401exyress&cmail.net faxed (919-733-6893) or hand-delivered to the
Parkview Building, 2321 Crabtree 31vd., Raleigb, NC 27604_ Applicants who are selected to participate in the
Express Review Program will be not Pied via email or fax within 2 days. Successful applicants will then be instructed
regarding detailed procedures for fill application (Please Note- Submittals of the review packages on Friday after
12;00 pm will be stamped as receive?a on the next business day).
Please contact Debbie Edwards at 919-733-9502 if you have any questions regarding this form.
2
DEC-2-2004 THU 09:52 TEL:[phone] NAME:DWQ-WETLANDS F. 3
12/02/2004 10:20 FAX
Project 0; scare:
me M"'O'
Mgt.: TP 5122/03
Figure 1- USG3 Quad
Map
Lewiskbn xrad
The Codgell Group
Fayetteville, Cum ledwKI
County, N.C.
4 DW9 DORNEY IN04
Soil & Environmental Consultants, PA
11010 Raven Ridge Rd.• Raleigh, NC 27614
[phone] • [phone]
Web Page: www.SandEC.com
DEC-2-2084 THU 09:52 TEL:[phone] NAME:DWQ-WETLANDS P. 4
12/02/2004 10:20 FAX
-? DW9 DORNEY C1O05
DEC-2-2004 THU 09:52 TEL:[phone] NAME:DWQ-WETLANDS P.' 5
SENDING CONFIRMATION
DATE DEC-3-2004 FRI 15:12
NAME DWQ-WETLANDS
TEL [phone]
PHONE : [phone]
PAGES : 2/2
START TIME : DEC-03 15:11
ELAPSED TIME : 00'22"
MODE : ECM
RESULTS : OK
FIRST PAGE OF RECENT DOCUMENT TRANSMITTED...
A v
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Ouslity
Wehael F. Fmlay, Coaemm WUlam G. W7. Jr, Secretary
Plan W. 0l k, P.t., Uircctor
EXPRFSS PERMIT REVIEW PROGRAM
Division of Water Qua6ly
1)epartrnent of Environmental and Natural ResourceK
Wetlands/401 Unit
Street Addrree: 2321 Crabtree Boulevard, Suite 251)
Rnicl_ph. NC. 27604 2260
Mailing Address: 1650 Nla l Ser,wv Ccntor
Ralmeh. NC 27699-1651)
Contact Information: Phone 4: 919-133-0203
Fox 4: 919-733-699'1
Fax To: Dave Baker Fax #: [phone]
Todd 1'reuninger 919.846.9467
Subject: I &W is and Allan Land Date: December 3. 201"
Number of pages inclining cover s heet: 2
Notes or special instruction:
The original will he cent in the mail. If you have questions pteasr•e, cell Debbie Edwards at 919 733.9502.
40 w.wd,am :a V=r One
e.-8? s ft lNi?mc?"e16W,aw
c.lclmw aeelwna, aJU . a+ngn.trnc.+on. ncca N IjlCiIIU1i Ilil
1-.,.,aItBG lr•x Y19.Tl1E195?"Y-bjwl?ul?-rt uGw.....mh N171MM1111
6,c*11e?M,MY'AMm.Yn.,.VYn 41p ,-' Hn,t"I-rb1 CMONror''- I `[U/
SENDING CONFIRMATION
DATE DEC-3-2004 FRI 15:13
NAME DWQ-WETLANDS
TEL [phone]
PHONE : [phone]
PAGES 2/2
START TIME : DEC-03 15:12
ELAPSED TIME : 00'22"
MODE : ECM
RESULTS : OK
FIRST PAGE OF RECENT DOCUMENT TRANSMITTED...
FR
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Mlchaa F. Elwlay, Govomor William G. Ross, Jr., Secretary
Alan W. Klimek, P F., 0mlur
EXPRESS PERMIT REVIEW PROGRAM
Division of Water Quality
Department of Environmental and Natural Resources
Wetlands/401. Unit
Street Addreae: 2321 Cl voulcvmd, Suite 250
Raleigh. NC 27604 22601
Mailing Addil 1650 Man Se. vice Center
Raleigh. NC 27699-1650
Confect Information: fhonc x 919-733 020.1
rax it, 919-713-6991
Fart 'to. Dave Baket Fax ti: 704.940 2959
Todd Preuninpcr 919 846.9467
Subject: Lewis and Allan Land Date: December 3, 2004
Number of pages Including cover sheet: 2
Notes nr special itulructluns:
The original "ill be sent in itR. mail. !f you have questions please call Debbie F_'dwalils at 919 711 950.'..
t

4M VMmrme'*,olmnn, -
'noM.1alC a.. Nl v,rm rams.,:.Wp'bs: One
1Vt Colo- 9.-a smm 2%. n.wgn,wme.,?ne?„zx.x NorthCarolina
Pr01M, 9,9I3111lal FiJ(911]3HUDr1FWYI. I'?l liu..,yl.,ennvrc'ar?l-v? L{ 1Q
Mfowl 0ao-?WA1W-KnA-Fmpmye, '?11tN Weol,OYNMC,-P- Natulall#
DATE:12/01/04 CK#:19640 TOTAL:$2,000.00*** BANK:cgi-12 - Corporate Checking - BB&T
PAYEE:NC-DWQ Express Review Program(v-2504)
Property Account
Invoice Description
Amount
ca2178 1190-0001
12/01/04 Water Quality Review for Wetla
2,000.00
2,000.00
9 []
0
N
0 ?
w
rM °
1112-3 -A

Complete items 1, 2, and 3. Also complete
item 4 if Restricted Delivery is desired.
i Print your name and address on the reverse
so that we can return the card to you.
Attach this card to the back of the mailpiece,
or on the front if space permits.
A. Signature j?
X .X, 041
B. Received by (Printed Name)
? Agent
? Addresse(
C. Date of Deliver)
Article Addressed to:
Cogdell & Spencer Advisors
4401 Barclay Downs Drive, Suite 300
Charlotte, NC 28209-4670
EXP 04-1949 - Cumberland
D. Is delivery address different from item 1? I-] Yes
If YES, enter delivery address below: ? No
3. Service Type
Of Certified Mail ? Express Mail
? Registered WReturn Receipt for Merchandise
? Insured Mail ? C.O.D.
4. Restricted Delivery? (Extra Fee) ? Yes
Article Number 7004 1160 0002 2706 6943
(transfer from service label)
>S Fnrm RR1 i Fahrnarv 9nnd nnmactir Ratllrn Raraint 1n9F46-r9_ne_154
UNITED STATES POSTAL SERVICE
LISPS
• Sender: Please print your name, address, and ZIP+4 in this box •
NC DENR Division of Water Quality
401 Oversight/Express Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
First-Class Mail
Postage & Fees Paid
Permit No. G-10
i
1
EX STOR „TO BE REMOVE AND REPLACED B i
307 - 8 CLASS IV RCP 1.67
~w
~ro ±A J M1M
1
cv ~Y
0 o FES29: 12 .7 p 2 EX. STORM REMAIN

~ q ' .s
N - -
D-~ ~ O
r ~ 1
6 CB 2A ~ `
RIM: 121.3 ~
149 INVE T: 11 .87 ~ ~
N6~• 8' PROP, MH30 33'
2 w \ TO BE BUILT ONTO
.STRM ("~a~. R M'~i. 95 EX. STORM
INV. IN .1~ p,8 EX. IN 117.9 ~ ~,~g LINE
'S•2.i
FES31: 8.54 ~ Q~
1 5'-24" CP ~ 1.33 :W `~,C ~'~3 7"W FES32: 117,93
.00 1
~ 122 N O - G RoNTy v
I q a
CB 12 ~ ~ ~ N Bq~K
RI ~ 121.0 ~ti~• ~ O
INV RT; 1 5.2
2"Z~ ~ CB 8A a
RIM: 119.82 ~ I NVE RT: 1
12~• _ _ -
4 0
11~A V M
97 -30 G,G. RCP ~ 0.67 C ~
a
' G /L~ . ~ ~
1 J 1 ~ C 40' ACCE ESMT
cB 11 2, 7~ (PB 7 , PG 100)
RIM: 119.5 -30" 139'-18" INVERT: 114.55 R ~ 0.70% R p 16'-42" 0-RING S
C ~ 0.95 0.5~ ~ . G
46'-30" CLASS B7
RCP ® .87% M: 117,5 P I ERT: 111.10 P
C 9 RIM; 117.87 20' SEWER ESMT.
INVERT: 113,57 „ 26'-42" 0-R G
~ 238-30 CLASS IV 25'-18" s RCP 1.00 S IV ~ 0,5q, (PB 74, PG 100)
RCP ~ 0.50 CONFLICT 80X CB 32' ESS EASEMENT CB 6 S LED FROM
RIM; 117,0 ( RIM;
IVR:11. A. EWR P INVERT: 110.7 74, PG 100) P
OS ~2i 0.c NVERT: 1 1, DI 23
P RIM; 11 Rl 117 ~ ~ ' INV T:
VERT; 111. ~ 15'-1 -RING ~ S 6 24 27
~ ~ ,e C I 1 A ~s ~ .D R o ~ M: 1 14.1
~ • t At 3 • o~l~ Qc 26 18" _ VERT: 110.13 CB 5 R P -0"
~ s • ?7 e RIM: 117 C 0. t~' ~
• • RC a INVER . 110. ~ ~9 FTB ~ ~ 2'-1 " ~ s K 8 CLASS IV C Q.3~ CP ~ 0.52
~ << ~ ~
CB 1oA ~ ~ 'M: 117.45 RC{ 110. ~ ~ B, R 4 -1 ~ ~ _ 8. 3
'ERT: i t ~ NYL PLAST AREA DRAIN 4,09 RIM:1 8.2 106r 8 P 0. ~ ~ C8 26 `0.u RIM, 112,5
51 5' CB 10 r 1N 1% ~,0 _ / INVERT: 110.01
a RCP 0.`,~ np~' ~ M ~ RIM; 117.45 ~~go ING o U~ . ~F ~
C8 108 INVERT; 113.97 P1- ~ ' ~
~ RIM: 118. '4-e INVERT: 11 CB 46 0' SpR CP 0.5 o HW21; 110.0
RIM: 117,45 ~C i~' ~ 7 '-1 2 5" ~ .INVERT: 113.2 i~a• ; ~
I G1;~- RCP ~ 0, , ~ ~ 108'-18" C SS~ ~ +117.)5 8', ~ ~ RCP
CB tOC C8 4A R 2" ~ 0.5% C 2 I Q ~ 1 ~R1NG Wt• 10 0 1 '
W RIM: 118 RIM: 11 45 Q (NVERT• 4.70 INVERT: 112.92 o RIM: 7.5 a 5 1 ~ ERT: ,2g o ~`l
h~ U ~ ~~b
c F• F s2 - ~ e :118.05 'f•• + 119• RCP 3.56% 118.88 B3 I 2, ~ 118.88 RIM: 117. 3`•f I ~f
INVERT: 113.34 ~0 ~ i~ ~ ~ j INVERT: 110.61 ~ P PO ~
FABRICATED 120'-15" s, RCP ~ 0.5~ P~ ~ YLOPLAST ARE DRAIN ~ (S DETA SHEET ~
~H ~ IM:118.1 1 91'-24" 0- s ~ ~
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NOTES; NOTES: 1. 4" SDR•21 CONDUIT SHALL BE INSTALLED
~ 15.311 NS SHALL COMPLY WITH THE TERMS AND pAVEMENTIROADWAY IN CONJUNCTION WANATER MAIN CONSTRUCTION 1. ALL EXCAVATIO
165 4153 NOTES: 10.35 NOTES; 2'~ 1. LID SHALL BE PLACED ON METERBOX ONDITIONS OF THE CONSTRUCTION STANDARDS FOR 3's 1B" DVI. MAIN AND SHALL BE LOCATED AS SHOOTHERWISE ON C ABOVE DETAIL UNLESS SHOWN
WITH AMR PORTION ON STREETSIDE OF OIL RESTORED TO EXCAVATIONS IN OSHA "SAFETY AND HEALTH REGULATIONS 4"•8' TOPS FOR CONSTRUCTION", CHAPTER XV110F TITLE 29, CFR, PART THE pLAN1PROFlLE.
14" x 19" RECTANGULAR 1, ALL MATERIALS SHALL BE APPROVED SERVK;E. AS REQUIRED VALVE BOX BY PWC. SEE DWG, W.4 SHT 2 OF 2 FOR A9 REQUIRED ORIGINAL GRADE AND SEEDED OR 192fL THE CONTRACTOR SHALL HAVE A COMPETENT PERSON SODDED A3 INDICATED ON TALL TIMES DURING EXCAVATION AND BACKFlLLING. y~ 2. ALL EXCAVATIONS SHALL COMPLY WITH THE TERMS AND BELL OD + 8« MIN ON SITE A CONDITIONS OF THE CONSTRUCTION STANDARDS FOR
METER BOX LID DETAIL. 4.153 ~ " BELL OD + B"MIN. ,888+10' < BELL OD + 24"MAX BELL OD + 24"MAX. DRAWINGS. 2. CONTRACTOR SHALL USE TRENCH BOX SHORING IN ALL OPEN EXCAVATIONS IN OSHA "SAFETY AND HEALTH REGULATION AINED ~ UNDISTURBED SOIL STRUCTIO CHAPTER XV11 OF TITLE 29, CFR, PART
2. METER BOX SHALL NOT BE LOCATED CUTS IN PAVED AREAS. TRENCH WIDTH SHALL BE MAINT FOR CON CONTRA~OR SHALL HAVE A f~OMPETENT PERSON AT THE MINIMUM PRACTICAL. WIDTH. ~ tr yyryq~ IRED 4"SDR-21 1928• THE
WHERE H-20 LOADINGS CAN IMPACT BOX t : + 10.129 OR COVER. 10,068 _ g FlBER OPTIC CONDUIT W!8' WIDE ON SITE AT ALL TIMES DURING EXCAVATION AND BACKFlLLING. 3. TYPE 3 TRENCH CONDITIONS AND A MINIMUM OF 4' ~OI,YE1}IYI,ENE TAPE MARKING TAPE 5E TRENCH BOX SHORING IN ALL OPEN
3, FOR 1" WATTE~RR LATERAL INSTALLATION m m =1 I I=1 I I~ I - OF COVER MUST BE MAINTAINED WHERE RESTRAINT JOWT + TO BE WSTULED A MINIMUM OF 3, CONTRACTOR HALL U L ~ MAINTAINE[~ - - OTHER LOCATIONS CONDU IN PAVFJ~AREAS, TRENCH WIDTH 5HU _ PIPE IS SPECIFIED AND 3.5 OF COVER IN ALL BILE 12' ABOVE IT) CUTS
PWC DETAELW2 MIAIlII~~ = = ' ,5.465 m ~ ~ - - - UNLESS SHOWN OTHERWISE ON THE PLAN PR Tv (SEE NOTE 1) AT THE MINIMUM PRACTICAL WIDTH.
M i ~ n UNDISTURBED 4. LOOSE SOIL OR SELECT MATERIAL IS DEFWED 4. TYPE 3 TRENCH CONDITIONS AND A MINIMUM OF 4' _ gpq(~ILL LIGHTLY T012" OF COVER MUST BE MANTAINED VMERE REST~AAIH~ L~~~S ~ I-1 SOIL Ag "NATIVE" SOIL EXCAVATED FROM THE TRENCH,
02.0 - ~ FREE OF ROCKS, FOREIGN MATERIAL, AND p ABOVE PIPE IN 8' LIFTS (96% PIPE 19 SPECIFIER AND 3.5 OF COVER IN ALL
I~ i O6,e1a . I l o - REMAINING TRENCH BACKFlLL FROZEN EARTH. u ENSITY I MAX DENSRY COHESKXJLEVE SOILSS UNLESS SHOWN OTHERWSE ON THE PLAN PROFILE. z _ COMPACTED TO 95 h MAX. D gOx, MqX DIJVSITY COHESI ) IN MAX.12 LIFTS FOR NON•PAVED 6. BEDDING MATERIAL SHALL EXTEND TO UNDISTURBED TRENCH 5. LOOSE SOIL OR SELECT MATERIAL IS DEFlNED
•1' DRAFTISIDE R1.949 III N i;j -J AREAS. SEE APPLICABLE PAVEMENT WALLS AND TRENCH BOTTOM. BEDDING MATERIAL , a WATER MAIN MATERIAL SHALL AS "NATIVE" 901E EXCAVATED FROM THE TRENCH, N - PATCH DETAIL FOR PAVED AREAS. Y APPROVED BY
02.9 ~o - .826 .800 _ FICALL BE AS SPECIFIED AND SHOWN FREE OF ROCKS, FOREIGN MATERIAL, AND - WILL NOT BE PAID FOR UNLE ~SPE~CI ONLY ; , ; ; , ; ~ ~ ~ • ON THE dRAWING3. ENTAT ~ FROZEN EARTH• THE PROJECTREPRES
-III - THE AUTHORIZED QUANTITY. • MIN SUITABLE LOOSE D TO UNDISTURBED TRENCH BACKFlLL LIGHTLY TO 12" FOR 4 8. BEDDING MATERIAL3HULEXTEN
ISOMETRIC A ABOVE PIPE IN 6" LIFTS 95% 8, BEDDING MATERIAL SHALL BE PROPERLY RODDED SOIL BEDDING FROM TRENCH wpLLg qNp TRENCH BOTTOM. BEDDING MATERIAL SOILS D COMPACTED AROUND THE PIPE HAUNCHES• EXCAVATION (SEE NOTES 4 ~ 5) WILL NOT BE PALO FOR UNLESS SPECIFICALLY APPROVED BY re En ineering SIONL~SS AN teCtU g MAX DENSITY CORE Arclu gyring
~I PLAN I- 90R MAX DENSITY COHESIVE SOILS) YBEMADEATTHE UNDISTURBED THE PROJECTREPRESENTATNEAND ONLY ~ jn ST FOR DENSITY OF COMPACTION MA FOR THE AUTHORIZED QUANTT n P1ann g - 7. TE BE $OIL Interior Deng fining
.125 =1 14.37 ~ 15 1'0 ;I I OPTX)N OF THE ENGINEER AND DEFK;IE O AD ANAL C05T T, BEDOWG MAITERIAL SHAIJ. BE PROPERLY RODDED - CORRECTED BY THE CONTRACTOR AT N ~ CJONTINUDUS 12 OA. uss RBXFORD ROAD STllJE9oo 7°4.6}
ACTIONA•A 'III 'iw'ji~:'~.;r; id: , K ~ . ~ : WATER MAIN MATERIAL SHUT ,THE ENGINEER MAY HAVE COMPACTI AND COMPACTED AROUND THE PIPE HAUNCHES. 1 ,~,•?,s'n;" ~":.;•.+.;,,,,i,.~,, , TO THE OWNER T}1HNTRACERWIRE (~l,1fL0pTJ!<,N.G~ii Pax ~04 64'7 ,'~""~„;,r,,:..."....."'.,..' •Y TE3TPERFORMEDAFTERTHEBACKFILLISCOMPLETE•
f M ,~j+;.!, y;~~',`" ~ L' BE AS SPECIFIED AND SHOWN REQUIRED FOR 8. TEST FOR DENSITY OF COMPACTION MAY BE MADE AT~THE ON THE DRAWINGS. CONTRACTOR SHUL BE REQUIRED TO EXCAVATE TO
DTI=i~==- - - TESTING EXCAVATION, ALL NONFERROUS PIPE ppTKXJ OF THE ENGINEL7i AND DEFICIENCIES SHALL - - - V OUS ELEVATI~ S FOf~ DENSITY (FROM VUVE BOX TO CORRECTED BY THE CONTRACTOR AT NO ADDRI01~L COST - - - 4"MIN SUITABLE LOOSE qNN E PERFORMED AT NO VE BOX MPAOTION - AF~I OOMPACTION SHALL B VU ) E ENGINEER MAY HAVE CO _ -T_~ ~ BAdKFILL AND RE TO THE OWNER. TH
=1TI=1 I I I I I-=1 12.0 ^-tTf ~Tf-ii I III rr gOq, BEDDWO FROM TRENCH ~ EXCAVATION (SEE NOTES 4 8 5) ADDITKNJAI. COSTS Td THE OWNER, TEST PERFORMED AFTER THE BACKF EXCAVATE TO
coNTlNUOUS 12 GA. CONTRACTOR SHALL ~ DENSITY TESTING EXCAVATION, UNDISNRBED VARIOUS ELEVATIONS FOR
THHN TRACERWIRE C ~ REQUIRED FOR SOIL BACKFlLL AND RECOMPACTION SHALL BE PERFORMED AT NO ADDITX)NU C09T8 TO THE OWNER.
4.125 1.675 + ALL NONfERR0U8 PE'E 1.234 (FROM VALVE BOX TO
3.BT6 _ Vu~'
2313 J5 •T60 Incor orated P
3.0 2EL126 14.37 ELEVATIONS ~ >tiCTlt)N ~ ISOMETRK: VIEW I N NO DATE REVISION
~~2i1 ELEVATION A REVISION DOING DETAIL PUBLIC WORKS COMMISS 0 N No DATE WATER MAIN BE FAYETTEVILLE, N.C. 500-K Clanton Road
BLIC WORKS COMMISSION DATE REVISION TYPE 3 TRENCH Charlotte, NC 203 3 TRENCH PUBLIC WORKS COMMISSIO AND CONDUIT FOR FIBER OPTIC
No. DATE RE:vISroN PU WATER MAIN BEDDING 0 PUBLIC WORKS COMMISSION 1•INCH METER BOX AMR LID FAYETTEVILLE, N.C. aIN BEDDING DETAIL FAYETTEVILLE, N.C. Phone: 704.526 ' DWG. NO.W, ~ Q, A DWG. BY Pwc WATER RESOURCES Fex: 704.525.2051
1-INCH METER BOX DETAILS FAYETTEVILLE, N.C. ~ DWG. N0. I~1~, ~ g Dwc. DWG. BY PWD ATER RESOURCES SHEET N0, ENGINEERING DEPARTMENT mnr.geoecienceeroup•com W, ~ 9 W 1 OF 1 DATE NOV• Ot, 20 3,PPROVED BY J•E ,
DVA3. N0. ~1f , t~. DWG. BY PWC WATER RESOURCES SHEET N0. DWG. 4 BY PWC ATER RESOURCES s"eET No' ENGINEERING DEPARTMENT 1 of I DATE Nov. 01, 200 APPRf Dv. 01 200 APPROVED BY aE , ENGINEERING DEPARTMENT ,
SHEET N0. W • W 2 OF 2 Dq~ NOV. 01, 2003 APPROV®EIY J,E.G. 10F 2 DATE Nov. 01,20x9 APPROVED eY J.E.G. ENGINEERING DEPARTMENT
2' 8fi 1.15116" s4. (TYPIC (TYPICU • NLEW FB1E HYDRANTS coNNECrEO To EXISTING wATER MAB18)
t r1' MIN. TO OROIMd LEVE3. 1M' DECK S1EEL TFE WORD "OPEBJ' AND NOTE9; IDE ~ DANCE FEtE HYDRANTS SHAIJ qpl~ ~iVa ARROW INDICATg40 1, ALL MATERIA~Lgg SHALL BE IN ACCOR 1. PROPOSED HALL BE INSTALLED IN ADVANCE OF SEWER CURB FOR THE PROPOSED FIRE HYDRANT IS INTERpOLA11ED FROMFl ROSS THE HYDRANT33
olalllo ova COUNTERCLOCKWISE WITH PWC 9TANDARDB. MAIN LbNSTRIJC'TION. THE CONTRA DIRECTION CAST HIRE NSTALLATKTEITOPROVIDlANDAR . THE CONTRACTOR SHALL Sl>!GUENCE THE HYDRANT SECTIONS AND THE FLANGE ELEVATION SHOWN I~HAPP~OE FIRE HYDRANT CTK1N f0 PROVID! ANOA7R SUPPLEMENT WAT[R MAMJ FLUSHING IF HYDRANT SHALL BE INSTALLED IN ACCORDANCE
' GATE VALVE 2yQ' ANGLES ~ l5 ~ 2. RNSlD MALE FAKE bMWl BL REQUIRED ' ~ OR PROPER ALIGNMENT BRt:AKS OCCUR, L AND VUVE INSTALLATION DETAIL.
CTILE IRON OR STEEL 3' MIN. ''t; ' TO PROVIDE F 8. THE CONTRACTOR SHALL SUBSTITUTE VARK)U9 BARREL DEPTHS WITHIN IT CONNECTIONS TO EXISTNlO WATER MAINS SHUL 8E THE PROJECT (I.E FIRE HYDRANT N0.1 INDICATES A 5'-0" DEPTH OF
~ T WALL METER S OF THE TAPPING SLEEVE. 2 FIRE HYDRANT CONNECTIONS TO PIPETHROUONYAUL . x I 3, /W, Vp,Vla SFIALL NAVE 2' SQUARE OPERATING MADE USING A TAPPING SLEEVE ANI NUT AND SI4ALL OPlN COUNTERCLOCKWISE. THt TAPPNG SLEEVE AND VALVE SI TAPPING SLEEVE AND VALVI BY WET TAP CON D PCR oR TO BURY, ACTUU CONDITIONS CALL FOR A B'-0' DEPTH OF BURY, FlRE LEEVE AND VALVE SHALL BE PRESBIAIE TESTE HYDRANT N0.2 INDICATIit A 6' DEPTH OF BURY ACTUU CONDITX)NS
REtLENT WEDGE OA18 VALVE SHALL BE AB AND AFTlR THE pOMpLETION OF TH OOMpLETION OF THE TAP IN THE PRESENCE OF THEO REQUIRE A 5 I~TH OF BURY, THEN A SUBSTITUTION WILL BE R ~ IRED). ~PINO SLEEVE SHUL BE FlLltb WITH WATER PRIOR ALL EXTENSIONS SWILL BE APPROVED BY THE ENGII~ P~RIOR~ ARE
EIY MUELLER CORP., B40N41ER. TArPINO BLlEVE SHALL S+N0.191ZE BOLT QED cxow CORP. PRESBURQATKIN FOR SAFETY PURL AMERICMI [~ARLINO, , OR ~ . 4y r OMVB FLOOR ~ SUF~OItT ; HOLES STRADDLE E APPROVED EQUAL ~ FOR SAFETY PURPOSES. INSTALLATION AND ONLY AFTER ALL EFFORTS OF BU
t (125 LB, ASA) i a THE SFIALL NAVE T YCTOR SwuL HAVE TIE EXISTIK9 unLrnES LOCATED IN ,
~ 18"X8' CONEXtETE FOOTN4i . VALVE BODY EKNINET EL GATE SHALL BE ~ 5 THE NRY OF THE PROPOSED FlE ' , ~ DUCTILE IRON CONFORM940 TO ASTM A•538, CONSTRUCTION 3TAKE8. THE PROF F THE PROPOSED FlRE HYDRANT PRIOR TO REQU ~NG~ 9. WHERE INDICATED TO TIE EXISTING FIRE HYDRANT TO NEW MAIN, V STAKES. THE PROPOSED LOCATION MAYBE RVICE3, CONTRA~~ SHALL PROVIDE ALL LABOR TOOLS, EQUIPMENT, MATE,
, <+~,a-.;: "w RELOCATED BY THE EENOINE:ER F CI ~ THE ENGINEER F CONFLICTS E10ST (IJ1L OAS SE NECEBBARy TO pRpylpE A COMPLETE INSTALLATION. FIRE HYD
NOTES: ";..:''1;;~;t;, ~r". . ~ ' • • ~ 6. VALVE EK~Y AND BONNET bIIALL El UOE TEI.EPHONR ETC.?. COATFB7 ON ALL OJTERIOR ~f IERIOR ~ SHALL BE TRANSFERRED TO NEW MAIN BRANCH LINE AFTER MAIN IS D ~ ~ ACCEPTED. HYDRANTS SHALL NOT BE OUT OF SERVICE FOR D TER
BE DUCTILE IRON. °~°gp0"N0 ~ d 1. ALL PIPING SHALL rweawaa - SURFACESWITHAFlOSWN EPOXY 4. THE CONTRACTOR SHALL VERIFY 2. ALL MATERULS SHALL BE APPROVED CAMPACTEDSUBORADE ^~~rrart IN ACCORDANCE WITH AWWA 050.80. 64S•fALLATION AND MATEJiU1l PROC rCTOR SHALL VERIFY (0Y IGGINO), THAN 24 HOURa CONTRACTOR SHALL NOTIFY FAYETTEVILLE AND MATERUU. PROCUREMENT, THE EXIBTI OMDIIAI FIRE DEPARTMENT OF OUT OP SERVICE FIRE HYDRANTS PRIOR TO
BY PWC. 3, LOCATION OF VAULT SHALL BE AS MATERIAL, SIZE, CLA38, DEPTH CLA38, DEPTH AND LOCATION FOR ~ TYPES, BARREL CON811tUCTION' 4TION IN ORDER TO SUPPLY PROP~OMMODATE EXISTING
ERMINED BY PWC PROJECT TOP VI 7. ALL VALVE3 24' ANO SMALLER SHALL HAVE HYppANT LOCATION IN ORDER TO 8 oEr COORDINATOR. IN NO CASE SHALL , w ASAFEWORKINGPRESSlJRE0F260P LENGTHS AND OTHERRE{OUIREDMI OTHER REQUIRED MATERULS 10. SOD SHUL BE REPLACED WHERE APPLCABLE. DAMAGE TO PROPERTY OOUNTERED AND SITE CONDRIONS. OWNERS LANDSCAPING, FENCES, ETC. SHALL BE REPAIRED OR REPLACER
VAULT BE INSTALLED CLOSER THAN ` " , i , •3 I, r^ g • ;Tti• a •i:~ 1,. : . ~ •~t`'+ %r... ~ ~ ~ 1 ` " ~ i t3 8. SEE TAPPING SLEEVE FOR ADDITIOEEAL MATERIALS E]4000NTEAED AND 5' TO BUILDING, ~ INFORMATION
4 MIN. S, E4 CONTaNEDW 4. LATERAL SHALL BE APPROVED BY r ~ gLp,EVE 18 MIN. BYPASS A y~;;• ~ E ,FBIE HYDRANT 4AITA CHAI'iT' WADS TO THE PROPERTY OWNER5 SATISFACTION, TO INCLUDE WITFgN ~ CONTAINED ~ TH D AVAILAI~ FIELD RIOHT-0F•WAY, (NO SEPARATE PAYMENT} BVO EXISTING PWC RECOIIdi AN
PWC PROJECT COORDINA 0, pp1488F10NMAREFOR FACTIJRER. USNOEXEmNG , i : AND MAY VARY BASED UPON MANU N4FORMATKIN. THE INFORMA ' PRIOR TO BACKFILL ; ~ ra THE INFORMATKN4IS INTENDED TO ASSIST THIS ENCOURAGED 11, THE UNR PRICE BID SHALL INCUJD6 AEI, LABOR MAITERW.S, BUT IS NOT GUARANTEED. THE 19 EQUIPMENT, TESTING, FIELD giVESTK•lAAT10N, LRLITY LOCATIONS AND ANY
5. DECK LID SHALL INCLUDE ACCESS VALVES SHALL 9E SIMILAR 14 NATURE TO THAT CONTRACTOR BUT ~ NOT GUARAN LID LOCATED OVER METER, TO SHOWM AND SHALL NOT DEVIATE IN EEIBEBITIAL TO VERIFY All, THE PROVIDED INFO . THE PR01ADtED INFORMATION. THIS ,qlq ALL OTHIJi WCIDENTAL,S REQUIRED FOR PROPER FIRE A111TERIUB AND MAY NOT BE ACCURA fE INSTALLATION INCLUDING SUT NOT LINKED TO FIR! HYDRANT -
VALVH H DETAILS. APPROXIMATE AND MAY NOT BE AC FACILITATE READING OF METER. ;`t, MTETER OATEVAL m -
8.THE CONTRACTOR WILL BE REQI • • BARRELS AND HYDRANT ED(TENSIO' C 0•N0, 6 SIZE OF SUPPLY VARIOUS LENGlli9 OF AND LABOR VARIOUS SARIIEL DEPTHS. EXTENSIONS, OFFSET CONNECTORS, 4CTOR WILL BE REQUIRED TO TAPPING SLEEVE, TESTING, TAPPING VALVE, TAPPNO OF EXISTSI HYDRANT EXTENSIONS TO ADJUST FOR WATER MAIN DEPRL9 CONTRA AND SIONAGE, SOD, SEEDING, PAVBr1EENT ~ CARQ
B BOLT SLOTS IN RELATION TO TOP OF EXISTING ~ T EXISTING DITCH ORADEANDIOR RII 0 TOP OF EXISTING CURB GRADE, TOP OF PAVEMENT, R~„gyING AND REPLACING PAVEMENT, PAINTING IN ACCORDANCE GI{T-OFwAYGROUNDELEVATI0NSA8 REPAIR LANDSCAPINGAI~ Q EANDfOR RI G AND REPLACING ~ E $I •i~`' 'H GRAD yyRH pyyC STANDARDS, REMOVIN
M.J. PIPE NECESSARY. ADDmONAL FITTING! 18' MIN. FOR USE WITH STANDARD ADDITIONU FITTINGS ANDIOR HYDRANT EXTENSKXVS OR EXI8TiN0 FEATURES, ADJUSTMENTS REQUIRED DUE TO EXISTAJG UTILITY ?~•Q~ ~ H •
OFFSET CONNECTORS MAY BE RE k ~ Y '•.1 ; r,. . ` rr I } i,+, TV WEIGHT (NO SEPARATE PAY). TECTORS MAY BE REQUIRE TO MAINTAIN PROPER COVER. CONFLICTS, EROSION AND SEDIMENT CONTROL MEASURES, REPAIRING 4 EPA NO ALL DAMAGES, FIELD INVESTIGAT10N8 AND ALL ELSE I Y) ANDIOR REPLACI
B-BLOCK WAIL ~ ;,.x : VALVE B C D E F 0 H J K L M N R 8 T ~ W1ACC REQUIRED FOR COMPLETE INSTULLATION. . 7 r
12.5 j 81ZE A 9 T, EDEISTINO VALVE DEiPTHS ARE ME S•112 7 •112 11 4 ~ 4 ANDfOR VALVE COVER T'0 THE TOP DEPTHS ARE MEASURED FROM p(18TING ASPHUT E COVER TO THE TOP OF TIE OPERATING NUT OLATION
' lTER VAULT & BY-PASS , 14.1 BARREL INFORMATION SHOWN Is c M 14 O NEARESTVALI uBING AN INTERP ~'•..•~INti.•° ~ IMATtoN sHOwN Is CALCUUTl31 VALVES. THfi fiROl1I1D ELEVATION ANDlOR E TWO RAREST NIGG~~
i BELOw GROUND INSTALLATION 4' AND LARGER 7 -1 14 1140 EIETWEEN THE TW ~ 8.112 1•T 1 6118 7 3225
0. 12 No DATE REVISION FIRE HYDRANT MMISSION NO DATE REVISION HYDRANT PUBLIC WORKS CO
No. DATE RFnSK>N M,J. TAPPING VALVE PUBLIC WORKS COMMISSION ADDITIONAL GENERAL NO .GENERAL NOTES FAYETTEVILLE, N.C.
PUBLIC WORKS COMMISSION FAYETTEVILLE, N.C. 0. W~ 2 Dwc• BY Pwc WATER RESOURCES C O O D E L L S P E N C E R
TYPICAL METER VAULT & BY•PAS3 FAYETTEVILLE, N.C. 1. 1v12~2 CONVERTED TO aorta. (a~4c) DWG. No. W,12 Dwc PDR4NPIPE(DMC) DWG. N0. W,g DWG. BY PwC WATER RESOURCES s~EOFNO. y J. ENGINEERING DEPARTMENT C E R
. No. ~ ~ R RESOURCES 2. RED DATE Nav. 01, 20 APP DwG W,20 WATE I of I ENGINEERING DEPARTMENT NOV. 01, 20 APPROVED B A D Y I !r 0 R ~ R ~
SMEET N0. EERING DEPARTMENT 9, 1Gt100 ADDED NOTFA PER JPA (DMC) DATE Nov. 01, 20 3~PPROVED BY J.E . 1' • s' Pwc srANOI 1 of 1 DATE 61,2003 AppROVEp BY JJ:.G. ENGIN PWC STANDARD NOTES: IS
m O~OUNTERq OGDELL INVESTOR i 1 GPERATINGNUTfi00NAL C a~~' 1. FIRE HYDRANT SHALL BE MODELS
TOP TO BE FLUSH WRH VALVE BOX PROTECTOR 7 MANUFACTURED BYMULELLERCO. CFVN ,LLC 1 f
FINISH GRADE AND LEFT RING SHAH BE PLACED WHERE NOTF~; REINFORCING PROTECTOR RN40 SMALL BE !DEPOSED VALVE IS LOCATED IN NON• 1. ALL MATERIALS SHALL BE IN ACCORDANCE ~ 2.2 2 RINGS OF #3 1. CONCRETE TRAFFIC AREgg, SEE VALVE 2112' NOZZLES S 1~•1n' NOZZLE (CENTURIAN), AMERICAN VUVE AID WITH FlRE FIOBE QOUPLJNO THREAD IN HYDRANT CO. (MODEL MARK 7'3),
DEFORMED BAR AS SHOWN 2600 P.S.I. PRECAST REBNFORCED CONCRETE EKn(PROTECTOR RING DETAIL WITH PWC STANDARDS. ~ ~ PAVEMENT GATE VANE SHALL BE AS , ACCORDANCEWKKTY OF FAYETTEVILLE CLOW MEDAWON OR APPROVED EQUAL. ILLE NORTH FAYETTEV LE
2 VALVE BOX EEEIALL K AT OITADI 2. RESILIENT 44EDGE RING EXTEEOINO TURF MANUFA RED BY MUELLER CORP., SU WIPROTECTOR PSI POURED 1T AMERICAN dARUNO, CLOW CORP., OR a ~ STANDARD. NOZZL! CAPS SHUL 2. ALL VALVES AND HYDRANTS SHALL HAVE BE SECURELY CNNNI~ TO THE BRANCH VUVE SHALL BE PLACED BEHIND M.J.CONNECTIONSWITH920N ~ u~ HYSICIAN INVESTOR , RS,
A A 11Z' ABOVE GRADE PLACE CONCRETE r--"I APPROVED EQUAL ~ ~ HYDRAMS BODY TECTOR GLAND M,J. RESTRAINT OR ANC P VALVE BO THE CURB WITH A CONC PRO RpJG WHERE 2T & 30' WIDE STREETS AND 314' DIA STEEL ANCHOR RODS. LLC
3. SEE GATE VALVE AND 800E DETAL - 4, ~ - ~ 3, ALL VALVES SHALL HAVE 2' SQUARE fIN. GRADE - I I I oPERA1TNEi PLATT ANO SF1ALL OPE14 ARE CONSTRUCTED - 3. 314" DIA STEEL RODS AND ALL Bl#U~ED SURFACES
I. .III J1 ll 1p .I - ODUNTmKxOCKWIBL WATER a. vuvE EKpf PROTECTOR RNOS - ~ • 4 • _ - - - . ' ' _ .1C ~.4:, ,A ,A. - 4-12• ,•1..,.' SI1Al,LBEPAINTEDWI11i2COAT3 FAYE1'TEVILLE, NORTH CAROLINA - 4-1 ~2" 1,, '),v,. jy., «~~.s~: BtTUMW0U8 PAINT. MARRED OR SCRATCHED )LINA
SHALL BE M48TALLED AROUND VALVE - - - - 4. VALVE EOOY, B014NET S OATS SHALL BE BARREL AVER NQf}TRAFFIC AREAS. - - A•836. Z = BOX 64 UrP -III- I-III- - DUCTED MEDN COI~ORMM40 TO ASTM - BARREL • •,i~F;. ?•,a - BRICK T-.,., SURFACES SHALL BE REPAINTi9. PAINT - S SHALL CURE PRIOR TO BACK FlWNG TRENCH.
ANDSHALLNOT CREATE A HN4DERANCE - - - 84 A - - ~ - - ~ E OWINGOPERATIONI, - I-III- sHALLBE TOM ~ ~ - - - E VALVE BODY AND BONNET ~ I 8' GATEVALVE DET 4, FIRE HYDRANT SHALL BE FIS.D PAgITED
-I I y~VE BOX _ COATED ON ALL INTERIOR AND EXTERKBt b IN ACCORDANCE WITH PWC STANDARDS.BEFORE
' OF - SEE DETAIL (I 11 SURFACES WITH A FUSION BONDEp EPOXY PROJECT IS ACCEPTED. I I I I I I -I I ~ • & HYDRANT VALVE SHAD BE PLACED AS CLOSE AS r
RING ~~IS E7~ - I - III - _j~j - IN ACCORDANCE WITH AWWA C•55480. -I - ~~pT CRETE -III ' reeuR1ED =I1I_ I_II - coN _ - - - RE3141JNDER - - - BRK~K - _ - - -III- & ALL VALVES ?R AND SMALLER SHALT. HAVE 8' D.I. PIP! POSSIBLE TO THE MAIN BUT DO NOT ~ AND
-III=1 I III-III- TRACER - - - URE of 250 PSI. 12 GA. THHN _I =III-1 I I: A SAFE WORKING PRESS _ - - E SHALL BE CONTINUOUS I I I , is ~ - VALVE IN PROP08ED Oft EXISTING D NO PAVING ~ I GUTTER. IF THE STREET IS SOIL AN
r-III moNAL - - EIETWEEN VALVES WITHOUT 1= 7. SEE VALVE SOX DETAL FOR ADD ,T, IS TO BE DONE AT THIS TIME THE LO~BYTITOIINE PWC NOTE # 8 OF THE VALy~ 18 TO BE Dt: tizRMINED
=I I I- LK~B AND SHALL BE INFORMATION. PLAN - ~ ED ON ALL NON - I-I -III-III: I I--I I -I I I~ 1 IN~~ - - - - Rites DETNL PROJECT COORDINATOR. UNDISTURBED ~TvOIIL 8, FIRE HYDRANTS SHALL BE pLA~AB DIRECTED BY
N.T.S. ! I - METALLIC PIPFIINE:3. =1 - - - 8. SEE VALVE BOX PROTECTOR GROUND - - FOR ADDITIONAL INFORMATION. - 1 DI TEE OR TAPPING THE PNfC PROJECT COORDMA
9.112' REINFORCED - - TES SEE TE~APPIN~I~ 7. HYDRANT BRANCH SHUL NOT BE BAC~CL~OJECT
CONCRETE WATER ~ WATER MpJ. PROTECTOR AL MNN MAM l CU. FT. M87 81YJ l CU. FT. #67 STONE M.J. CONNECTION WITH IRON UNTIL INSPECTED AND APPROVED BY L NATOR. PLACED TO A LEVEL 4' RETAINING GLAND M.J. RESTRAINT COORDI
RING PLACED TO A LE1 ' Z - - -III= ABOVE DRNN OP ABOVE DRNN OPlIBNO SEE NOTE 3 AND PWC STANDARD 8• C~AT~E VUVE AND BOX SHALL BE IN
• • • • N s III-~ LI1 I I=1 11= ~ I- I I-I I I~f 1Tf-ll~-III III 3K' DIR. STEl3 RESTRAINING DETAIL PICCORpgNCE yrITH PWC $TANDARD DETAIL
• VALVE INNON-TRAFFIC AREA I I I 1 SIDE,2 TO?U) BE APPROVED I I I- 9. HYDRANT EXTENSIO~RDINATOR.
VALVE IN TRAFFIC AREA vAI.vE Box 6' D 1 PB~E BY PWC PROJECT C I 41
, .a~
24' DWdE'TER MIN. 8• GATE VALVE ~
CUTAWAYVEW 200A~ zoa?noF oN IanrMllaue
9EC110N A-A M.J. CONNC•CTION EATUM N.T.S. UTtSiNATE RESTRAINT NNO RODS
KS COMMISSION No DATE REVISION HYDRANT AND PUBLIC WOR
of IGI it wnRl(C rnMf~115SI0N NO DATE REVISION FIRE HYDRANT AN[ u,i yr ,nleTAl I ATI/11 • ~~~~T~~ ~ eTinni FAYETTEVILLE, N,C. , ,nnmm REVISED NOTE #4
NO DATE REVISION ' VNLYC nv~ i nL~n i ivi ' nv~in~~niivn
PUBLIC WORKS COMMISSION GATE VALVE FAYETTEVILLE, N.C. OX PROTECTOR RING FAYETTEVILLE, N.C. ~ DWG. ND. W,~ 3 D, VALVE B No. 1N,~ 3 Dwc. eY PWC WATER RESOURCES
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~ of 1 Nov. 01 2GG APPROVED BY J.E .ENGINEERING DE DATE
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DUPLICATED OR USED MI MNOLE OR PART, FOR ANY PURPOSE, OTI~R THAN IN
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IT wAS PROVIDED oR DEVELOPED wilHOUT 'ROUT OF
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