NCG140362_COMPLETE FILE - HISTORICAL_20080924

STORMWATER DIVISION CODING SHEET
NCG PERMITS
PERMIT NO.
/V Ci�i Iqd31/C;?
DOC TYPE
HISTORICAL FILE
❑ MONITORING REPORTS
DOC DATE
p avbq via
YYYYMMDD

Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
September 24, 2008
Rick Proctor, General Manager
PLT Concrete Services, Inc.
3214 Turnage Road
Wilson, North Carolina 27893
Subject: Compliance Evaluation Inspection
PLT Concrete Services - Selma
NPDES Stormwater Permit NCG140362
Johnston County
Dear Mr. Proctor:
c.J"J
Coleen H. Sullins, Director
gyysiap of Water Quality
I conducted the stormwater compliance evaluation inspection on August 21, 2009 with the assistance of Bill
Anderson. Please find attached with this letter the Basin Wide Infonnation Management System (BIMS) checklist.
Below is a list of findings and recommendations developed from the inspection.
1. The current permit was issued and became effective January 16, 2008. The General Permit NCG140000 will
expire 07/31/2009. There is no requirement to submit a new Notice of Intent or renewal request unless directed
by the Division of Water Quality.
The facility consists of an infiltration basin, a five -chamber drum wash recycle system, drainage ditches, and a
water detention pond designed to hold a 25-year, 24-hour rainfall event. The facility is designed to not
discharge any process wastewater water. There has been no discharge from the facility.
Fuel and admixture tanks have secondary containment with locked gate valves. Water is visually inspected
before discharge. All excess water on the property is routed to the grass swells located on each side of the
property. Water in the swells is discharged to the water detention pond. The pond was approximately one -
quarter full. Excess concrete is poured into blocks or poured onto the ground. A large area between the pond
and the wash out bays is covered with stacks of broken concrete slabs. This combined with the poured concrete
on the ground has increased the amount of impervious surface area, which may increase stormwater flow and
cause the detention pond to overflow.
4. The water detention pond is constructed with an overflow pipe and emergency spill way. Analytical monitoring
is not required if the water detention pond discharges as a result of a 10-year — 24 hour precipitation event.
The Stormwater Pollution Prevention Plan (SPPP) was reviewed. The SPPP is well written and meet all
requirements with the exception of implementing and documenting annual employee training on proper spill
response and cleanup procedures and preventative measures. Site inspection was conducted 04/30/2007 and
11/13/2007. Inspection of all containment areas was last completed on 04/30/2008. Non-stormwater discharge
inspection was completed 05/31/2008. There was one significant spill noted on 04/16/2007.
I would like to thank Bill Anderson for his time and assistance with this inspection. If you have any questions
about this letter or the inspection, please call me at 919.791.4261.
Sincerely,
f�dl._42107
Much Hayes
Environmental Specialist
Cc: Central Files
Stormwater Permitting Unit
RRQ files
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone [phone] Customer Service
Internet: www.ncwaTc.rqLiality.org 1628 Mail Service Center Raleigh, NC 27699-1628 FAX [phone].623.6748
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// 02,;

Permit: NCG140362
SOC:
County: Johnston
Region: Raleigh
Compliance Inspection Report
Effective:01/16108 Expiration: 07/31/09
Effective: Expiration:
Owner: PI-T Concrete Services Incorporated
Facility: PLT Concrete Services, Inc.
3073 W Oak St
Selma NC 27576
Contact Person: Rick Proctor Title: Phone: [phone]
Directions to Facility:
1-95 South to Highway 70 Exit. Turn right at the top of the ramp. Go 1.25 miles. Merge right on Highway 70 ByPass. Go 1.5 miles. Turn
r�ght on Cjk StTet. Site is .75 miles on the right.
System assi ications:
Primary ORC: Certification: Phone:
Secondary ORC(s):
On -Site Representative(s):
24 hour contact name Rick Proctor Phone: [phone]
On -site representative Bill Anderson Phone: [phone]
Related Permits:
Inspection Date: 08/18/2008 Entry Time:e12:00 PM Exit Time: 12:35PMr ��
Primary Inspector: Mitchell S Hayes / V�/ii,'� +� �1 Phofie: 919-791-4200
Secondary Inspector(s):
Reason for Inspection. Routine Inspection Type: Stormwater
Permit Inspection Type: Ready Mix Concrete Stormwater/Wastewater Discharge
COC
Facility Status: ■ Compliant ❑ Not Compliant
Question Areas:
0 Storm Water
(See attachment summary)
Page: 1

Permit: NCG140362 Owner -Facility: PLT Concrete Services Incorporated
Inspection Date: 08/18/2008 Inspection Type: Stormwater Reason for Visit: Routine
Inspection Summary:
Facility consists of an infiltration basin, a five -chamber drum wash recycle system, drainage ditches, and a water
detention pond designed to hold a 25 year, 24-hour rainfall event. The facility is designed to not discharge any process
wastewater water. There has been no discharge from the facility. There are no analytical or qualitative reports to review.
A copy of the permit was available during the inspection. The Stormwater Pollution Prevention Plan has been
implemented and contains all permit requirements with the exception of implementing and documenting annual employee
training on proper spill response and cleanup procedures and preventative measures.
Site inspection was completed 04/30/2007 and 11/13/2007. Inspection of all containment areas was last completed
04/30/2008. Nan-stormwater discharge inspection was completed 5/31/2008. There was one significant spill noted on
04/16/2007.
Diesel fuel tanks, and chemical tanks had secondary containment with locked gate valves. Water is visually inspected
before discharge. All excess water on the property is routed to the grass swells located on each side of the property.
Water in the swells is discharged to a water detention pond designed to hold a 25 year, 24-hour rainfall event. The pond
was approximately one -quarter full. Excess concrete is poured into blocks or poured onto the ground. A large area
between the pond and the wash out bays is convered with stacks of broken concrete slabs. This increased area of
impervious surface may increase stormwater flow and cause the detention pond to overflow. At the time of inspection,
there was no indication of discharge off the property.
Page: 2

Permit: NCG140362 Owner - Facility: PLT Concrete Services Incorporated
Inspection Date: 08/18/2008 Inspection Type: Stormwater Reason for Visit: Routine
Stormwater Pollution Prevention Plan Yes No NA NE
Does the site have a Stormwater Pollution Prevention Plan? ■ ❑ ❑ ❑
# Does the Plan include a General Location (USGS) map?
# Does the Plan include a "Narrative Description of Practices"?
# Does the Plan include a detailed site map including outfall locations and drainage areas?
# Does the Plan include a list of significant spills occurring during the past 3 years?
# Has the facility evaluated feasible alternatives to current practices?
# Does the facility provide all necessary secondary containment?
# Does the Plan include a BMP summary?
# Does the Plan include a Spill Prevention and Response Plan (SPRP)?
# Does the Plan include a Preventative Maintenance and Good Housekeeping Plan?
# Does the facility provide and document Employee Training?
# Does the Plan include a list of Responsible Party(s)?
# Is the Plan reviewed and updated annually?
# Does the Plan include a Stormwater Facility Inspection Program?
Has the Stormwater Pollution Prevention Plan been implemented?
Comment:. New plant manager was unaware of providing and documenting employee
training.
Permit and Outfails
# Is a copy of the Permit and the Certificate of Coverage available at the site?
Yes No NA NE
■n❑p
# Were all outfalls observed during the inspection? ❑ ❑ ■ ❑
# If the facility has representative outfall status, is it properly documented by the Division? ❑ ❑ ■ ❑
# Has the facility evaluated all illicit (non Stormwater) discharges? ■ ❑ ❑ ❑
Comment: This is a non -discharge concrete plant. There are no discharge outfalls. No
analytical or qualitative sampling is required.
Page: 3

Lo�oF wArFRQG
A
sI
Mr. Rick Proctor
PLT Concrete Services,
3214 Turnage Road
Wilson, North Carolina
Dear Mr. Proctor:
Inc.
27893
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
January 16, 2008
Subject: General Permit No. NCG140000
PLT Concrete Services - Selma
COC No. NCG140362
Johnston County
In accordance with your application for a discharge permit received on July 16, 2006,
we are forwarding herewith the subject certificate of coverage (COC) to discharge under the
subject state — NPDES general permit. I apologize for the lengthy delay on my desk. This
permit is issued pursuant to the requirements of North Carolina General Statute 143-215.1
and the Memorandum of Agreement between North Carolina and the US Environmental
Protection Agency dated May 9, 1994 (or as subsequently amended).
Please take notice that the attached certificate of coverage is not transferable except
by action of the Division of Water Quality. The Division of Water Quality may require
modification or revocation and reissuance of the certificate of coverage. Coverage under
this permit does not affect the legal requirements to obtain other permits which may be
required by the Division of Water Quality or permits required by the Division of Land
Resources, Coastal Area Management Act or any other federal or local governmental permit
that may be required.
This letter is also an Authorization to Construct recycle and infiltration treatment
facilities. We are aware that the infiltration basin has already been constructed per earlier
agreement. Please contact the Raleigh Regional Office, telephone number [phone],
at least forty-eight (48) hours in advance of operation of the recycle system. If the recycle
system has also already been installed, please contact them this month so that an in -place
inspection can be made. Such notification to the regional supervisor shall be made during
the normal office hours from 8:00 a.m. until 5:00 p.m. on Monday through Friday,
excluding State Holidays.
Please submit a certification from the designing professional engineer
certifying that the permitted facility has been installed in accordance with the
NPDES Permit, this Authorization to Construct, and the approved plans and
specifications. Please mail the certification (attached) to the Stormwater Permitting Unit,
1617 Mail Service Center, Raleigh, NC 27699-1617.
Please note that any future construction, installation, or modification of wastewater
treatment facilities (including process wastewater recycle systems) will require an
Authorization to Construct (ATC) prior to construction per 15A NCAC 2H .0138 & .0139.. You
must submit, in triplicate, plans/specifications and design calculations, stamped and sealed
by a professional engineer, with a letter requesting an ATC to the Stormwater Perm ittinV" hCarolina
Unit, 1617 Mail Service Center, Raleigh, NC 27699-1617.] Alatura/!y
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone] Customer Service .
Internet, www,newaterqualitv.org Location: 512 N. Salisbury St. Raleigh, NC 27604 Fax [phone]
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Mr. Rick Proctor
Page 2 of 3
January 16, 2008
Please note that a condition of issuance of coverage under this permit was your
agreement to sample all discharges quarterly for fecal coliform. Given the design basis and
configuration of your control facilities, it is likely that you will not have a discharge every
quarter. In the event that a calendar quarter passes without a discharge, please submit a
monitoring report with the notation, "No discharge this quarter", or words to that effect.
We still want to receive the monitoring report, even if you have not been able to take a
sample.
One (1) set of approved plans and specifications is being forwarded to you. You are
required to maintain a copy of the approved plans and specifications on file for the life of
the facility. If you have any questions concerning this permit or Authorization to Construct,
please contact Ken Pickle at telephone number [phone] ext. 584.
Sincerely,
d-j /2�
for Coleen H. Sullins
Enclosures: Engineer's Certification
ATC package
cc: Ron Sutton, Sutton -Herring, 2201 Nash St. NW, Wilson, NC 27896, letter only
Raleigh Regional Office, Myrl Nisely, ATC package
DWQ Central Files, letter only
Stormwater_Permitting Unit File NCG140362, ATC.package�

Mr. Rick Proctor
Page 3 of 3
January 16, 2008
Engineer's Certification (COC No. NCG140362)
I, , as a duly registered' Professional Engineer in the
State of North Carolina, having been authorized to observe (periodically, weekly, full time)
the
construction of the project,
Project Name
Location
for the Permittee, hereby state that to the best of my abilities, due care and diligence was
used in the observation of the following installations:
• Construction of an infiltration basin, a five -chamber drum wash recycle system, drainage
ditches, and other related incidental features, all in the configuration and locations
shown on the approved plans and specifications.
I certify that the construction of the above referenced project was observed to be built
within substantial compliance and intent of the approved plans and specifications.
Signature
Date
istration No.
Mail this Certification to: Stormwater Permitting Unit
NC Division of Water quality
1617 Mail Service Center
Raleigh, NC 27699-1617

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
GENERAL PERMIT NO. NCG140000
CERTIFICATE OF COVERAGE No. NCG140362
STORMWATER AND PROCESS WASTEWATER DISCHARGES
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1, other lawful standards and
regulations promulgated and adopted by the North Carolina Environmental Management Commission, and the
Federal Water Pollution Control Act, as amended,
PLT Concrete Services, Inc.
is hereby authorized to operate a process wastewater.treatment system, and is hereby authorized to discharge process
wastewater and stormwater from a facility located at
PLT Concrete Services, Inc.
3073 West Oak Street
Selma, North Carolina
Johnston County
to receiving waters designated as unnamed tributary to Mill Creek (Selma), a class WS-IV NSW water in the Neuse
River Basin in accordance with the effluent limitations, monitoring requirements, and other conditions set forth in
Parts I, lI, III, IV, V, and VI of General Permit No. NCG 140000 as attached.
This certificate of coverage shall become effective January 16, 2008.
This Certificate of Coverage shall remain in effect for the duration of the General Permit.
Signed this day January 16, 2008.
Coleen H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission

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Markers
Name: Discharge Site - NCG140362
Short Name: Dschrg
Coordinates: 035' 33' 15.92" N, 0780 18' 49.40" W
Comment: PLT Concrete Services, subbasin 03-04-02, Neuse River Basin, Johnston County,
unnamed tributary to Mill Creek (at Selma) to Neuse River, class WS-IV NSW,
USGS quad E25SE

� Herring -Sutton
ASSOCIATES P.A.
ENGINEERS • SURVEYORS • PLANNERS
July 6, 2006
Stormwater Permitting Unit ✓
Division of Water Quality ✓
1617 Mail Service Center
Raleigh, North Carolina 27699-1617 '
Subject: Notice of Intent
PLT Concrete Services -Selma Plant ✓
Johnston County
Gentlemen:
71241,06
RECEIVED
JUL 1 6 Z006
BY: Ce
Enclosed for your review and approval is a completed "Notice of Intent" for the
operation of a Ready Mix Concrete Plant to be located in Selma, North Carolina.
Along with this application is the permit fee in the amount of $80.00 and the
supporting documentation setforth in the permit application.
If during the review of this application you should have any questions, please feel
free to call me at 252-291-8887.
Respectfully submitted,
He ing Sutton and Associates, P.A.
inie L. Sutton. P.
Cc: Rick Proctor
2201 Nash Street NW • Wilson, North Carolina 27896 - [phone] • Fox [phone]

ADivision of Water Quality / Surface Water Protection
NCDENR. National Pollutant Discharge Elimination System
Me�IM 4bwa �K`. O.
Gw11W,.ArR .+y IMI.rwL R[lo,wZ.
NCG140000
NOTICE OF INTENT
National Pollutant Discharge Elimination System application for coverage under General Permit
NC G 140000:
STORMWATER AND PROCESS WASTEWATER DISCHARGES associated with activities Classified as:
SIC (standard Industrial Classification) Code - 3273 Ready Mixed Concrete
For new plant sites that wilt discharge or recycle process wastewater (even M commingled with
stormwatar): This NOi is also an APPLICATION FOR Ai,iftdution to Construct (ATC) wastewater
treatment facilities. ATC requests must be submitted at least 90 days prior to construction'. X
For g plant sites discharging or recycling process wastewater (even if comrningfed with
stormwater): This NOI Is also an APPLICATION FOR Authorization to gonfinue to owate wastewater
treatment facilities in place. Construction, modification, or installation of any new treatment components
at an existing site requires an ATC.
Treatment facilities used to treat or recycle process wastewater (including stormwater BMP Structures
treating process wastewater flows commingled with storrwater) require an ATC prior to construction
per 15A NCAC 2H .013 8. The authorization to construct or continue to operate will be issued at the
same time as the Certificate of Coverage (COC) for the NCG14 permit. Design of treatment facilities
must comply with requirements of 15A NCAC 2H .0138 &..0139.
Construction of wastewater treatment facilities (tins includes recycle systems) at new 4i existing plant
sites requires submission of three (3) sets of plans and specifications signed and sealed by a
Professional Enginoer (P.E.) of qualified statf along with this application. A copy of the design
calculations should Ire Included. Please see questions U & 15.
�2 �C
. vnJs-/V
a.�
A rc
WFFor questions, please contact the DWQ Regional Office for your area. (See page 5) ✓
(Please print or type)
1/1) Mailing address of ownerloperator (addrjLss to which all permit corre>trrondence will be malledj:
Name PLT Concrete Services, Inc,
Street Address 3 214 _Turnage Road
City �aLi1S 011� State LVCZIP Code 27894
y
Telephone No. 2252) M-0500 Fax: 252 2 9 3 — 0 8 3 8
/2) Location of facility producing discharge:
Facility Name PLT Con
Facility Contact
Street Address
City State —NCZIP Coda _27 S 1S
County Jolinstpn
Telephone No. N / A Fax; NN / AA
Page t of 5
'rw per 15A NCAC 2H .0106
'unless treatment fa BWs era designed, eonsituded, end put into operation by ampioyvos Wernel tv the conWny who are quaHlled to
perform such work for their respective companies in accordance with General Stetutes, 89C-25 (7). plans and specifications must be signed
and sealed by a P.E.
SWU-229-101905 Last revised I OilW2005
9� � in nc ccr✓ldd�Yc�
RECEIVED
D
Nil /80d 1 6C JUL $ 200
B

NCG140000 N.0.1.
,/3) Physical location information:
Please provide a narrative description of how to gel to the facility (use street names, state road numbers, and
distance and direction from a roadway intersection). I— 9 5 S to Hwy 70 Exit, T. P_ at top of
ramp, Go 1.25 mi. Merge Rt. on Hwy 70 by alit.. ra on
(A copy of a county map or USGS quad sheet with raca;ry outrty rotated on the trap Is a regdrad part of this applice0on.) 0 a k S t . , site i s
sec 4 sec .75 mi. on Rt.
:�5dp-g33mi n"I 5LLOhgitude7Rdpg1 $min deg, min, sec}
✓ 4) Latltude
}/ S) This NPDES Permit Application applies to which of the following:
Date operation is to begin _7 129
IR New or Proposed Facility
0 Existing
I/ 6) Standard Industrial Classification:
Provide the 4 dlgit Standard Industrial -Classification Code (SIC Code) that describes the primary industrial
activity at this facility
SIC Code: 3 2 7 3
7) Provide a brief description of the typos of industrial activities and products produced at this facility:
(include a site diagram showing the process areas present 0 this facility.)
Ready —mixed concrete produce Truck Mix
8) Discharge points 1 Receiving waters:
How many discharge points (ditches, pipes. channels, etc.) convey stormwatef and/or wastewater from the
property? None in 25 year Storm Event
What is the name of the body or bodies of water (creek, stream, river, take, etc.) that the facility stormwater
and/or wastewater discharges end up in?
It the site stormwater discharges to a separate storm sewer system, name the operator of the separate storm
sewer system.(e.g. City of Raleigh municipal storm sewer). NIA
Receiving water classification (if known)-Wq—TNZ
Note: Discharge of process wttstowater to racefving waters classified as WS41 to w5-V or SA must be approved by the I.C. Dept. of Environmental Health. If DEFT does not approve, coverage
under NCG140000 cannot be granted. No now discharges of process wastewater are permitted
in receiving waters classified as WS-I or freshwater ORW.
v 9) Does thiafacility have any other NPDES permits?
0 No
x1Yes (Sanitary Sewer extension for domestic waste only)
It yes, fist the permit numbers for all current NPDES permits for this facility. WQ 0 0 3 01 1 7
10) Does this facility have any Non -Discharge permits (ex: recycle permits)?
El No
❑ Yes
If yes, list the permit numbers for all current Non -Discharge permits for this facility:
11) Does this facillty employ any hest management practices for storntwater control?
0 No
Yes
If yes, please briefly describe: Stormwater Detention Po d, a p _ u _ rrrnn i t ring
_schedule that will ,he. utlinPr7 i n a_ stnrglwat-P.�: hors,—anrt
aadrum wash down facility.
Page 2 of 5
5WU-229.101905 Las( revises 10/19=05
RECEIVED
JUL 1 6 2006
BY:
7

NCG140000 N.O.I.
12) Does this facility have a Stormwater Pollutlon Prevention Plan? 7
ER No (In place before open date}
El Yes
If yes, when was it implemented?
13) Are vehicle maintenance activities occurring or planned at this facility?
❑ Na
QYes (Minor Repairs only)
WANI water TreatmwLftsigh Information
14) Are discharges occurring or planned from any of the following process wastewater generating activities?
Vehicle and equipment cleaning ❑ Yes V No v
Wetting of raw material stockpiles ❑ Yes X] No
Mixing drum cleaning ❑ Yes :E:No
It yes to any of the above. please describe the type of process used to treat and/or recycle the process
wastewater.
For a sufficient application, you must provide design specks (e.g., design volume, retention time, surface
area, etc.) and calculations to demonstrate compliance with permit effluent limits (pH - 6-9 SU, Total
Suspended Solids (TSS) - 30 mgll, and Settleable Solids (SS) - 5 mill.) [Use separate sheet(s)].
If ag these discharges are recycled, please refer to Question 15. r- ---�
For plants that recycle and/or discharge£gss wastewater
When applying for this permit you are also applying for an authorization to construct (new
treatment facilities) or authorization to continue to operate (existing treatment facilities) as
part of the NOT. For am__sftes you most submit three (3) sots of design plans and
specifications with this application and provide supporting calculations that predict
compliance of final discharge with permit limits. For existtna sifes. applicants should submit
three (3) sets of plans and specs for facilities as -built and provide as many design dotafts as
possible, or submit a detailed diagram of treatment systems in place that includes Information
such as tank volumes, dimensions, retsntion time, piping, settling basin details, etc,
Please note: tLtrew treatment systems are planned for $a,existlnrr site, an ATC wt be required
prior to construction of those facilities. Plans/specs/calculations prepared by a P.E. and the
request for an ATC may be submitted with this NOI, or separately at a later date. DWQ may
reauest the status of Your plans for reauestinrl an ATC upon issuance of the COC.
✓ 15) Does the facility use or plan to use a recycle system?
❑ No
® Yes Drum wash down facility
If yes, what size storm event is the system designed to hold before overflowing? (for example, 10-yr, 24-hr)
2 E;— year, 24-hr rainfall event
For a recycle system (raaardless of en it averflows), please provide plans, calculations, and design specifics
(e.g., throughput assumptions/water balance, design volume, retention time, surface area, amount of
freeboard in design storm event, etc.). [Use separate sheet(s)].
IRFor a sufficient application, the information must demonstrate compliance of final discharge with permit effluent
limits (pH - 6-9 SU, Total Suspended Solids (TSS) - 30 mgil, and Settleable Solids (SS) - 5 mt/i), or must
demonstrate that the recycle system has sufficient capacity to contain runoff from a 25-year, 24-hr rainfall
event plus one foot of freeboard under design operating conditions.
Page 3 of 5
SWU-224401905 lasirevksed 10312005
RECEIVED
JUL i 6 2006
BY

NCG'I40000 N.O.I.
v 16) Are wastewater treatment faellittes (Including recycle systems) planned in the 100-year flood plain?
12 No ❑ Yes If so, include information to demonstrate protection from flooding. (Minimum design
requirements for treatment works include protection from the 100•year flood, per 15A NCAC 2H ,0219.)
17) Hazardous Waste:
a) Is this facility a Hazardous Waste Treatment, Storage, or Disposal Facility?
.9 No
❑ Yes
b) is this facility a Small Quantity Generator (less than 1000 kg. of hazardous waste generated per month) of
hazardous waste?
In No
❑ Yes
c) Is this facility a large Quantity Generator (1000 kg. or more of hazardous waste generated per month) of
hazardous waste?
IQ No
❑ Yes
d) if you answered yes to questions b. or c., please provide the following information:
Type(s) of waste: N / A
How is material stored: N / A _
Where is material stored: N1 A
How many disposal shipments per year. N / A
Name of transport / disposal vendor: N / A
Vendor address: N/A -
✓ 18) Certification:
North Carolina General Statuite 143-215.6 g(i) provides that.
Any person who knowingly makes any false statement. representation, or cartificstion in any appiiccatk n. record, report, plan. or other
document filed or required to be malntalnad under tMs Puiicte or a rule Implementing this Article; or who knowingly makes a false
statement of a malarial fact in a Tulemaking procoading or contested case under oafs Arlicia; or who falsiffes, tampers with, or knowingly
renders inaccurata any recording or monitoring davlco of method required to be operated w maintained under this Ankle or rvk=s of the
[Environmental Managamard) Commission irnpiernwtng ills Article shall be guilty of a Class 2 misdemeanor which may include a [tne
rwt to exceed tcn thousand dottars (S1o,000),
I hereby request coverage under the referenced General Permit. I understand that coverage under this permit
will constitute the permit requirements for the discharges) and is enfofceable in the same manner as an
individual permit.
I certify that I am familiar with the information contained in this application and that to the best of my knowlddga
and belief such information is true, complete, and accurate.
ick
141
Notice of Intent must be accompanied by a check or money order for $00.00 made payable to:
NCDENR
Page 4 of 5
SwU-229.101905 Last revlsao ttfh912M
L
RECEIVED
2006
&�

NCO140DOO N.o.l,
Anal Checklist
This application will be returned as Incomplete unless all of the following items have been included:
IR Check for $80 made payable to NCDENR.
E� This completed application and all supporting documentation (including design details and calculations for
treatment systems).
If an Erosion 3 Sedimentation Control (E$SC) Plan is required from Division of Land Resources (DLR)
IQ or local designee: documentation verifying applicant has developed and submitted that Plan to the governing
agency (required per 15A NCAC 02H .0138).
© For now sites (or sites that will install new treatment facilities): Three (3) copies of plans and
specifications for wastewater treatment facilities (including recycle systems), signed and sealed by a
Professional Engineer or qualified staff meeting requirements of G.S. 89C-25 (7).
❑ For existing sites: three (3) copies of plans and speclfications for wastewater treatment facilities (including
recycle systems) as built, stamped and sealed by a Professional Engineer, or (only If plans not available) a
detailed diagram of treatment systems in place that includes information such as tank volumes, dimensions,
retention time, piping, settling basin details, etc.
® A site map showing, at a minimum, (existing or proposed):
(a) outline of drainage areas, (b) stormwaterlwastewater treatment structures, (c) location of
stormwaterfwastewater outfalls (corresponding to which drainage areas), (d) runoff conveyance structures,
(e) areas where materials are stored, (f) impervious areas, and (9) site property lines.
Ej A county map or USGS quad sheet with location of facility clearly marked.
Mail the entire package to:
Stormwater Permitting Unit
Division of Water Quality
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Note
The submission of this document does not guarantee the issuance of an NPDES permit,
For questions, please contact' the DWO Regional Office for your area.
QWQ Regional office Contact Information:
Asheville Office ......
(828) 296ASOO
Fayetteville Office ...
[phone]
Mooresville Office ...
[phone]
Raleigh Office ........
[phone]
Washington Office ...(252)
946-6481
Wilmington Office ...
[phone]
Winston-Salem ......
[phone]
Central Office .........
[phone]
Page 5 of 5
SWU•229401905 Last revised 1011WM5
RECEIVED
JUL 1 6 2006
SY:B w

RECEIVED
0 0.1 0.2 0.3 0.4 0.5 mi
JUL. 1 6 200Map Center is UTM 17 743493E 3937872N (WG584/NAD83)
Selma quadrangle M=-9.031
gy; Projection is UTM Zone 17 NAD83 Datum G=1.563
httpJHwww.topozone.com/pn'nt.asp?z= 17&n=3937871.99946688&e=743493.000148304&s=4.., 4/27/2006

ADDENDUM TO PLT CONCRETE SERVICES'
NOTICE OF INTENT
STORMWATER PERMIT APPLICATION
SELMA CONCRETE PLANT
PLT Concrete Services' Selma batch mix concrete plant is located on a 6.0 acre
tract of land on the south side of Oak Street (S.R. 1929) in the Town of Selma.
The site has been designed to direct all on -site stormwater flow to the rear of the
property by either sheet flow or through a system of grass lined drainage swales
on the east and west perimeter sides of the site. At the rear of the property a
_stormwater detention pond is proposed that has a maximum surface area of 0.51 ,
acres that all onsite stormwater flow witUow mto._A ached and.ma� y p rt%of
this Addendum are the design and outing calculations for the detention pond.
no
This detention pond is designed to be a n-disc arge facility dunng the 25-yr. -
24 hour storm event. Stormwater will leave the detention pond through both
exfiltration and evaporation. However, for the purpose of the detention pond's
outing calculations we have chosen to only utilize exfiltration as a source of
'? stormwater flow leaving the detention pond. We have allocated an exfiltration
�rLo►y�47� ��"�% " rate o 0.86 inlhr based upon onsite permeability test performed by 7
GeoTechnologies, Inc. of Raleigh at the projected bottom of pond elevation. As
indicated by the stormwater routing in the 25-yr storm, the detention pond will be
a non -discharge facility.
To protect the pond we have proposed an emergency spillway at elevation 1D0:9— 19
to allow those storm events in excess of the 25-yr intensity to safely be ,BS
discharged without damaging the detention pond. As part of our design
calculatians_we_alsa_provided_a 1.00=yr_storm_couting_for_review. Also please note
that we chose not to factor into our pond discharge the effects of evaporation. evzP� I Note etreP is
This is a safety factor that is built into the non -discharge capability of the �asf { �ond Surf
detention ond.
Also in addition to the stormwater detention pond we propose to construct a drum
Qawash facility on the site. At this location on a daily basis all ready mix concrete
trucks have their drums washed out. Design calculations have been provided`
documenting that this facility is also a non -discharge facility in a 25-yr storm. The
detention capabilities of this facility have not been taken into account when
computing the ability of the detention pond to provide sufficient storage for the
25-yr storm event.
A review of the "Grading, Storm Drainage and Erosion Control Plan" for the batch
mixed concrete plant demonstrates that the site has been designed to drain to
the proposed detention pond and that there are no other discharge points on the
site.
RECEIVED
JUL 1 6 2006
BY: W w

. ..: IJ. ��.: Yr ` _I ._ '1 -i �I .. '" a+.• . a �J.� il� J ' .` .. J J
_i.1 �. rlr- -J
' _ + 'r -4 �. ._ � - 'r .. �,j �,r V.:1 {I �f .,! l I _ •4 '
.: i 3:_J• r. .. ': !.
r;'r�
i
-
?,
• 1 11 -.' ._ .. ._
_ '�' _. "• j
-- r• s�l': i~ `, - r� ;' �;__. .. �. ..
J�. .�.' � ice' ..
ol
i

r�
Mate of North Carolina
f Department of Environment and Natural Resources A4a
Raleigh Regional Office
Michael F. Easley, Governor NCDEiTR
William G. Bill Ross Secrets �/ NORTH C P.ROLINA DEPARTMENT OF
{ ) 1 • J ENVIRONMENT AND !NATURAL RESOURCES
DIVISION OF LAND RESOURCES
LETTER OF APPROVAL
April 28, 2006 RECEIVED
JUL 1 6 Z006
PLT Concrete Services BY:
3214 Turnage Road
Wilson, NC 27893
ATTN: Greg Turnage
RE: Project Name: PLT Concrete Services Selma Plant
County: Johnston
Submitted by: Herring -Sutton & Associates, P.A.
Date Received: 4/27/06
Date Processing Initiated: 4/27/06
Watershed: Neuse #1/03-04-02
New Submittal (X) Revised ( )
Dear Mr. Turnage:
This office has reviewed the subject Erosion and Sedimentation Control Plan. We find
the plan to be acceptable and hereby issue this letter of approval. If any modifications,
performance reservations, or recommendations are applicable, a list is enclosed and is
incorporated as a part of this letter of approval. The enclosed Certificate of Approval should be
posted at the job site. In addition, it should be noted that this plan approval shall expire three (3)
years following the date of approval, if no land -disturbing activity has been undertaken, in
accordance with Title 15A, North Carolina Administrative Code (NCAC) 413.0029.
If any modifications are not incorporated into the plan and implemented in the field, the
site will be in violation of the Sedimentation Pollution Control Act of 1973 (North Carolina
General Statute (NCGS), 113A-61.1).
15A NCAC 413.0018(a) requires that a copy of the approved plan be on file at the job site.
Also, this letter gives the notice required by NCGS 113A-61.1(a) concerning our right to perform
periodic inspections to ensure compliance with the approved plan.
North Carolina's sedimentation pollution control program is performance oriented,
requiring protection of the natural resources and adjoining properties. If at any time during this
project it is determined that the Erosion and Sedimentation Control Plan is inadequate to meet
the requirements of the Sedimentation Pollution Control Act of 1973 (NCGS 113A-51 through
66), this office may require revisions in the plan and its implementation to ensure compliance
with the Act.
1628 Mail Service Center, Raleigh, NC 27699-1628 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled110% post -consumer paper

Mr. Turnage
April 28, 2006
Page 2
Acceptance and approval of this
EIVED
JUL 16 Z006
your compliance with
applicable federal and state water quality laws, regulations and rules. This could include the
Division of Water Quality under stormwater or other specific water quality standards, and the
U.S. Army Corps of Engineers under Article 404 jurisdiction. Our approval does not supersede
any other required permit or approval.
BY: Pr '
Ian is conditioned upon
Since this project disturbs one or more acres, one such approval relates to the
stormwater that will discharge from your project. This runoff is permitted pursuant to the
National Pollutant Discharge Elimination System (NPDES) administered in North Carolina by the
Division of Water Quality (DWQ). Attached is the General Stormwater NPDES Permit,
NCG010000, as revised October 1, 2001, covering your activity. You are responsible for
complying with the General Permit requirements and are subject to enforcement by DWQ for
any,violations of the General Permit.
Due to the location of this project, it should be noted that a rule to protect and maintain
existing buffers along watercourses in the Neuse River Basin became effective on July 22, 1997.
The Neuse River Riparian Area Protection and Maintenance Rule (15A NCAC 2B .0233) applies
to all perennial and intermittent streams, lakes, ponds and estuaries in the Neuse River Basin
with existing vegetation on the adjacent land or "riparian area", In riparian areas with existing
vegetation in the first 30 feet directly adjacent to the stream, the rule prohibits land disturbance
or new development within the first 30 feet of land next to the water (the remaining 20 feet of the
total buffer must be revegetated upon completion of any proposed land -disturbing activity). In
riparian areas with existing vegetation that is less than 30 feet wide, the rule prohibits land
disturbance or new development within the area that contains the existing vegetation (but not the
entire 50 foot riparian area). For more information about this riparian area rule, please contact
the Division of Water Quality's Wetland/401 Unit at 919-733-1786, or a Division of Water Quality
representative at this regional office.
Please note that this approval is based in part on the accuracy of the information
provided concerning financial responsibility. You are requested to file an amended Financial
Responsibility Form if any changes become necessary. In addition, it would be helpful if you
would notify this office when the proposed land -disturbing activity covered by this plan is
initiated.
Your cooperation is appreciated and we look forward to working with you on this project.
If there are any questions, please do not hesitate to contact this office.
Sincerely,
mad arawneh
Asst. Regional Engineer
Land Quality Section
Raleigh Regional Office
AA
cc: Mr. Ronny Sutton, Herring -Sutton & Associates, P.A.
Division of Water Quality

PLAN REVIEW COMMENTS
RECEIVED
JUL 16 2006
BY., 45.0 pop
PROJECT NAME: PLT Concrete
DATE RECEIVED: 4/27/06
Services Selma Plant
REVIEWED BY: AA
LOCATION: JOHNS-2006-109
New Submittal (X) Revised ()
Approved (X) Disapproved {)
Reasons for Disapproval O Modifications (X) Performance Reservations O
Use fabric or filter layer under the riprap for the emergency spillway
RECOMMENDATIONS AND/OR COMMENTS:

HERRING-SUTTON & ASSOCIATES, P.A. .
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB
&`e- \
SHEET NO.
OF
�]
CALCULATED BY
"-�' 1 DATE
CHECKED BY
DATE
SCALE
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• l :
✓ S�v — - z.� Yc.. - S AL -
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Avg . VI; % .9vOP 'S ,► -�[ �1r c"�\w►� , C (,� �' �C.$�DA�{S �c t t" °
Clow r� Vv
4OUA
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R-,C``.FTVED
JUL 1 6 2006
F9
D PRODUCT207

HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
oz rc% e
JOB
SHEETNO. OF -
CALCULATED BYE, DATE
CHECKED BY DATE
SCALE
41
O 9 eveP
z
�> A
�sf&6/ram Gti�t` ��or�t�
461W4e.- - /7e va_/o/af d,7,
ConS/D4.� 7L�atrain%/� i5 Ai/�� a/l �DnrTr�6uf�Ap Su/Td S
6 ove/o, RECEIVED
JUL 1 6 Z006
BY:
D PP )nl rT M7

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve
Thursday, Jul 6 2406, 2:15 PM
Hyd. No. 1
POST DEVELOPMENT PEAK FLOW
Hydrograph type
= SCS Runoff
Peak discharge
= 1.90 cfs
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 0.184 ac
Curve number
= 98
Basin Slope
= 1.0 %
Hydraulic length
= 80 ft
Tc method
= LAG
Time of conc. (Tc)
= 2.00 min
Total precip.
= 6.80 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
2.0+
1.00
0.00 -L
0.0
Hydrograph Volume = 4,108 cult
POST DEVELOPMENT PEAK FLOW
Hyd. No. 1 — 25 Yr
1.8 3.7 5.5 7.3 9.2 11.0 12.8 14.7 16.5 18.3
Hyd No. 1
Q (efs)
2.00
1.00
T!" 0.00
20.2
Time (hrs)
RECEIVED
Jul. 16 Z,005
BY:

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cis)
Time
interval
(min)
Time to
peak
(min)
Volume
(cam)
inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(Cuft)
Hydrograph
description
1
SCS Runoff
1.90
1
715
4,108
—
----
POST DEVELOPMENT PEAK FLOW
R.EC EIZTED
JUL 1 6 2006
BY:
PLT Concrete Drum Wash.gpw
Return Period: 25 Year
Thursday, Jul 6 2006, 215 PM

PLT CONCRETE SERVICES
SELMA PLANT
DETENTION POND
DESIGN CALCULATIONS
wN1„C to R il,,,,�����
�p184
1111!!li1111111111
April 26, 2006
PREPARED BY: HERRING-SUTTON & ASSOCIATES, PA
2201 NASH STREET NORTHWEST
WILSON, NORTH CAROLINA

m
nerm.�
PLT CONCRETE SERVICES
SELMA PLANT
WATER QUALITY POND
DESIGN COMPUTATIONS
I. DRAINAGE BASIN DATA
• AREA: 6.00 ACRES ✓ /
• SOILS: NORFOLK SANDY LOAM t� Gdairn /k� sa �� �� CIS,D 4- s� .
• USE: READY MIX CONCRETE PLANT
II. POND DESIGN CRITERIA
• SCS METHOD ✓-
• HYDRAULIC SOILTYPE: B ✓�a�rm /'�'-J���s� �. G1S��45
•--RRE-A€VE--6APMEN -RUNOFF-CURVE-NUMBER'(CN)"`701�'-'plho ca��5
• 0 FEET PERMANENT STORAGE IN POND
X�F•�--85 %-P_ L hJRT'AfTER_ IIOVANEFFICfiEi Y
• EMERGENCY SPILLWAY WILL PASS 100-YR STORM ✓�
SITE IMPERVIOUS PERCENT: 50% -- fro hlq,17 --Y-'> co, SC1-vo//,.,o le_s7
• SURFACE AREA-REQ.D�SALDA,x_DA.xz43560=SF/100- 6' - ' d
`�k00 x 6r0"Xk43560,SF11 OUJ - l' $
` `Si7RFACE�AREWREQ'D-_-522` *-SF
? • %-SCfiRFA6E-ARE` AVAILABLE A=
~� TK-REEGRE-NMIMWsuRFKCE AREA REQ'D"MET i S
f • `POST DEVELOPMENT CN: 88 f` z L
t� a @+-
II. POND DATAs�-
• POND INVERT 94.00 l oll&a l s a 76
• EMERGENCY SPILLWAY 100.90
• TOP OF POND 102.00 Z
V. DESIGN DATA FOR INFLOW H70GRAPHS
ASSUME TYPE II STORM �
j . 25-YR 1 DAY PERCIPITATION: 6.8 INCHES
A- . 100-YR 1 DAY PERCIPITATION: 8.5 INCHES t✓
•, --CN: 88 (POST -DEVELOPMENT)
60,
BASIN SLOPE: 1.0%
• HYDRAULIC LENGTH: 900 FT
n�
Y,9
RECEIVED
JUL 1 6 2006
BY:

I
• SHAPE FACTOR: 484
• Tc FACTOR: LAG
PREDEVELOPMENT INFLOW HYDROGRAPH Qp SUMMARY
i
POST -DEVELOPMENT OUTFLOW HYDROGRAPH Qp SUMMARY
SPILLWAY)
sul „moo ho /a!, d s./? "
c6sr
=� 755 � vv�._ 4-0-Lo 5
7
RECEIVED
JUL 16 zoos
BY:

GeoTe .-po g es, lnc
April 18, 2006
Ron Sutton
HERRING SUTTON & ASSOCIATES
2201 Nash Street North
Wilson, NC 27896
Re: Permeability Testing
Proposed Selma Pond
Selma, North Carolina
GeoTechnologies Project No. 1-06-0522-EA
Gentlemen:
3200 Wellington Court, Suite G
Raleigh, North Carolina 27615
919-954-1514
Fax [phone]
. GeoTechnologies, Inc. has completed laboratory permeability testing for the proposed pond
which will be constructed off of Hwy-70 in Selma, North Carolina. Two undisturbed samples were
obtained from test pits completed on the site with a backhoe. The undisturbed samples were then
returned to our office for laboratory testing. CDu�c� 6e Alb,4,
The first sample consisted of a t layey sa n ob rainedm a depth 6�4.5 to 5 feet below
grade. That sample yielded a permeability .33XIOJcm/sec. A second sample was obtained from
a depth of 5.5 feet. That material of tan slightly s—i ty sand with a measured permeability
GeoTechnologies, Inc. appreciates the opportunity to be of service on this phase of the
project. Please contact us if you have any questions concerning this letter or if we may be of
additional service on this or other projects.
Sincerely,
1 GeoTechnologies, Inc.
Z` 2i Q�O •
� EAL
Dam L. Israel, P.E. 14319
NC Registration No. 14311.Alo`4.4
DL-Ilpr-ebh/lam /
060522eadoc
J I�
xio"3CM
54r-
Geotechnical 2cnd Construction Materials Testing Services
RECEIVED
JUL 1 6 2006
.BY-

GeoTechnologies, Inc.
Job Number:
17-Apr-
Soil Description:
PERMEABILITY TEST
Job Name: Selma Concrete Plant
Sample I.D. 1 Depth:
Tan Clayey Sand
SAMPLE DATA
Type
Remolded N
Undisturbed O
Length
Diameter
Area
Volume
Wet Mass
Dry Mass
TEST DATA
Inches
4.750
2.850
6.379
30.302
1.996
1.6858
cm.
12.065
7.239
41.157
496.563
905.36 grams
764.7 grams
4.5-5.0
Standard Proctor (ASTM D-698)
Maximum Dry Density
Ibs/cu.ft.
Opt. Moisture Content
%
Compaction
%
Actual Moisture Content
18.4 %
Wet Density
113.8 lbs./cu.ft.
Dry Density
96.1 Ibs_/cu.ft.
lnitia! S ua ua ration
65.9 %
Final Saturation
100.0 %
Initial -Void Ratio
0.75
Porosity
43.0 %
Specific Gravity
2.7 apparent
L = 12.07 cm. length of sample
hi = inflow burette A = 41.157 sq.cm, area of sample
ho = outflow burette a = 0.852 sq.cm. area of burettes
t = time h1 = head loss across'specimen at t1
h2 = head loss across specimen at t2
ti
t2
hot
hit
h1
hot
hi2
h2
0
30
94.9
1.4
93.5
88.4
7.8
80.6
0
30
88.4
7.8
80.6
82.9
13.3
69.6
0
30
80.4
13.2
67.2
75.4
18.2
57.2
ASTM D 5084
k = ((aaL/(At(a*a)))*ln(h11h2) Percent
Deviation
NOTE: 1 k = 6.18E-04 2.39%
5 PSI Confining Pressure 2 k = 6.11 E-04 3.53%
1 PSI Driving Head 3 k = 6.71 E-04 5.93%
Average kW 6.33E-04 cmisec IRECEI 7ED
JUL 1 6 2006
w.

GeoTechnologies, Inc.
PERMEABILITY TEST
Job Number: Job Name: Selma Concrete Plant
17-Apr-06 Sample I.D. - - -2 Y Depth: • 5'
Soil Description: Tan Slightly Silty Sand
SAMPLE DATA
Type
Remolded N
Undisturbed O
Inches
cm.
Length
4.302
10.928
Diameter
2.855
7.250
Area
6.400
41.287
Volume
27.532
451.177
Wet Mass
1.784
809.16 grams
Dry Mass
1.6396
743.7 grams
TEST DATA
Standard Proctor (ASTM D-698)
Maximum Dry Density Ibs/cu.ft.
Opt. Moisture Content %
Compaction %
Actual Moisture Content 8.8 %
Wet Density 112.0 lbs./cu.ft.
Dry Density ---� 1002.9 lbs./cu.ft.
Initial Saturation 37.120%1:.
(--Final Saturation 100.
Initial Void Ratio 0.64
Porosity 38.9 %
Specific Gravity 2.7 apparent
L = 10.93 cm. length of sample
hi = inflow burette A = 41.287 sq.cm. area of sample
ho = outflow burette a = 0.852 sq.cm. area of burettes
t = time h1 = head loss across specimen at t1
h2 = head loss across specimen at t2
t1
t2
hot
hit
h1
ho2
hit
h2
0
30
94.3
1.5
92.8
80.3
15.4
64.9
0
30
94.8
1.1
93.7
77.7
18.3
59.4
0
30
93.5
1.3
92.2
77.9
16.6
61.3
ASTM D 5084
k = ((aaLI(At(a+a)))'*In(h11h2) Percent
Deviation
NOTE: 1 k = 1.34E-03 12.18%
5 PSI Confining Pressure 2 k = 1.71E-03 11,94%
1 PSI Driving Head 3 k = 1.53E-03 0.24%
Average k= 1.53E-03 cm/sec RE:CEI VED
JUL 1 6 2006
BY:

Hydrograph Report
Hydraflow Hydrographs by (ntelisolve Wednesday, Apr 26 2W6, 5:36 PM
Hyd. No. 2
POST DEVELOPMENT INFLOW
Hydrograph type
= SCS Runoff
Peak discharge =
33.07 cfs
Storm frequency
= 25 yrs
Time interval
=
1 min -
Drainage area
= 6.00 ac
Curve number
=
88
Basin Slope
= 1.0 %
Hydraulic length =
900 ft
Tc method
= LAG
Time of conc. (Tc)
= 22.2 min
Total precip.
= 6.80 in
Distribution
=
Type II
Storm duration
= 24 hrs
Shape factor
=
484
Hydrograph Volume = 116,547 cult
Hydrograph Discharge Table
(Printed values>=1%of Op. printinteval=5)
Time -- Outflow
Time --
Outflow
Time
-- Outflow
Time -- Outflow
(min cfs)
(min
cfs)
(min
cfs)
(min
cfs)
438 0.33
608
0.99
778
3.02
948
1.03
443 0.34
613
1.04
783
2.82
953
1.01
448 0.35
618
1.10
788
2.66
958
0.99
453 0.36
623
1.16
793
2.51
963
0.96
458 0.37
628
1.22
798
2.38
968
0.94
463 0.38
633
1.29
803
2.27
973
0.92
468 0.39
638
1.36
808
2.17
978
0.91
473 0.39
643
1.44
813
2.08
983
0.90
478 0.40
648
1.53
818
1.99
988
0.89
483 0.41
653
1.63
823
1.90
993
0.88
488 0.42
658
1.74
828
1.83
998
0.87
493 0.44
663
1.86
833
1.75
1003
0.86
498 0.45
668
1.99
838
1.69
1008
0.85
503 0.47
673
2.14
843
1.62
1013
r0.84 '
508 0.49
678
2.34
848
1.56 1018
. =0.84
513 0.52
683
2.57
853
1.50 �,5.�
1023
. 0.83
518 0.54
688
2.82
858
1.46
1028
0.82
523 0.57
693
3.13
863
1.42
1033
0.81
528 0.59
698
3.89
868
1.40
1038
0.80
533 0.62
703
5.71
873
1.37
1043
0.80
538 0.65
708
9.23
878
1.35
1048
.;r 0. 9,;:,
543 0.67
713
15.24
883
1.33
1053
0; 8,"t
' F'
548 0.70
718
24.01
888
1.30
1058
0.77
553 0.72
723
893
1.28
1063
0.76
558 0.74
72
32.69
898
1.26
1068
0.75
563 0.76
3
27.07
903
1.24
1073
0.75
568 0.77
738
19.97
908
1.21
1078
0.74
573 0.78
743
13.43
913
1.19
1083
0.73
578 0.79
748
8.20
918
1.17
1088
0.72
583 0.81
753
5.50
923
1.15
1093
0.71
588 0.83
758
4.65
928
1.12
1098
0.71
593 0.87
763
4.06
933
1.10
1103
0.70
598 0.90
768
3.60
938
1.08
1108
0,69
603 0.95
773
3.26
943
1.06
1113
0.68
RECEIVED
JUL 1 6 2006
BY:
Continues on next page...
�r�

POST DEVELOPMENT INFLOW
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
1118
0.67
1373
0.46
1123
0.67
1378
0.46
1128
0.66
1383
0.46
1133
0.65
1388
0.46
1138
0.64
1393
0.46
1143
0.63
1398
0.45
1148
0.62
1403
0.45
1153
0.62
1408
0.45
1158
0.61
1413
0.45
1163
0.60
1418
0.45
1168
0.59
1423
0.45
1173
0.58
1428
0.44
1178
0.58
1433
0.44
1183
0.57
1438
0.44
1188
0.56
1443
0.43
1193
0.55
1448
0.38
1198
0.54
1203
0.53
1208
0.53
...End
1213
0.52
1218
0.52
1223
0.51
1228
0.51
1233
0.51
1238
0.51
1243
0.50
1248
0.50
1253
0.50
1258
0.50
1263
0.50
1268
0.50
1273
0.49
1278
0.49
1283
0.49
1288
0.49
1293
0.49
1298
0.49
1303
0.48
1308
0.48
1313
0.48
1318
0.48
1323
0.48
1328
0.48
1333
0.48
1338
0.47
1343
0.47
1348
0.47
1353
0.47
1358
0.47
1363
0.47
1368
0.46
RECEIVED
JUL 1 6 2006
BY:

Hydrograph Plot
Hydraflow Hydrographs try IntelisoNe
Wednesday, Apr 26 2006, 5:35 PM
Hyd. No. 2
POST DEVELOPMENT INFLOW
Hydrograph type
= SCS Runoff
Peak discharge
= 33.07 cfs
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 6.000 ac
Curve number
= 88
Basin Slope
= 1.0 %
Hydraulic length
= 900 ft
Tc method
= LAG
Time of conc. (Tc)
= 22.23 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q WS)
35.00
30.00
25.00
20.00
15,00
10.00
5.00
0.00
Hydrograph Volume = 116,547 cult
POST DEVELOPMENT INFLOW
Hyd. No_ 2 — 25 Yr Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
` 0.00
0 2 5 7 9 l ` 12 T 14 16 19 21 23 26
Time (hrs)
RECEIVED
JUL 1 6 Z006
BY:
Hyd No. 2

Hydro -graph Report
Hydrallow Hydrographs by IrdelisoNe
Hyd. No. 2
POST DEVELOPMENT INFLOW
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip_
Storm duration
�SGS-R off
- 100 yTs
= 6.00 ac
1.0 %
= LAG
= 8.50 in
= 24 hrs
Hydrograph Discharge Table
Wednesday, Apr 26 2006. 5:36 PUl
Peak discharge = 42.66 cfs
Time interval
= 1 min
Curve number
= 88
Hydraulic length
= 900 ft
Time of conc. (Tc)
= 22.2 min
Distribution
= Type 11
Shape factor
= 484
Hydrograph Volume = 152,340 cult
( Printed values >= 196 of Op. print interval = 5)
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
(min
cfs)
400
0.43
570
1.10
740
22.10
910
1.53
405
0.44
575
1.12
745
14.19
915
1.50
410
0.45
580
1.13
750
8.61
920
1.47
415
0.46
585
1.16
755
6.45
925
1.44
420
0.47
590
1.19
760
60
930
1.41
425
0.48
595
1.24
765
4.90
935
1.38
430
0.50
600
1,29
770
4.39
940
1.35
435
0.51
605
1.35
775
4.01
945
1.32
440
0.52
610
1.42
780
3.73
950
1.30
445
0.53
615
1.48
785
3.50
955
1.27
450
0.54
620
1.56
790
3.30
960
1.24
455
0.56
625
1.64
795
3.12
965
1.21
460
0.57
630
1.73
800
2.96
970
1.18
465
0.58
635
1.82
805
2.83
975
1.16
470
0.59
640
1.92
810
'•�.70
980
1.14
475
0.60
645
2.03
815
2.59
985
1.13
480
0.61
650
2.16
820
2.48
990
1.12
485
0.63
655
2.29
825
2.37
995
1.10
490
0.64
660
2.44
830
2.28
1000
1.09
495
0.66
665
2.60
835
2.19
1005
1.08
500
0.68
670
2.78
840
2.10
1010
1.07
505
0.71
675
3.00
845
2.02
1015
1.06
510
0.74
680
3.28
850
1.95
1020
1,05
515
0.78
685
3.59
855
1,88
1025
1.04
520
0.81
690
3.94
860
1.83
1030
1.03
525
0.84
695
4.49
865
11.79
1035
1.02
530
0.88
700
5.93
870
1.76
1040
1.01
535
0.92
705(42
12
875
1.73
1045
1.00
540
0.95
710.85
880
1.70
1050
0.99
545
0.99
715.25
885
1 _S7
1055
0.98
550
1.02
720.55
890
1.64
1060
0.97
555
1.05
725.30
895
1.61
1065
0,96
560
1.07
730.87
900
1.58
1070
0.95
565
1.09
735.06
905
1.55
1075
0.94
continues on next page...
RE C EI V D
J U_L,-
6 2006

POST QEVtLOPMENT INFLOW
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
1080
1085
1090
1095
1100
1105
1110
1115
1120
1125
1130
1135
1140
1145
1150
1155
1160
1165
1170
1175
1180
1185
1190
1195
1200
1205
1210
1215
1220
1225
1230
1235
1240
1245
1250
1255
1260
1265
1270
1275
1280
1285
1290
1295
1300
1305
1310
1315
1320
1325
1330
0.93
0.92
0.91
0.90
0.89
0.88
0.87
0.86
0.85
0.84
0.83
0.82
0.81
0.80
0.79
0.78
0.76
0.75
0.74
0.73
0.72
0.71
0.70
0.69
0.68
0.67
0.66
0.66
0.65
0.65
0.64
0.64
0.64
0.64
0.63
0.63
0.63
0.63
0.63
0.62
0.62
0.62
0.62
0.62
0.61
0.61
0.61
0.61
0.61
0.60
0.60
Time -- Outflow
(min cfs)
1335
1340
1345
1350
1355
1360
1365
1370
1375
1380
1385
1390
1395
1400
1405
1410
1415
1420
1425
1430
1435
1440
1445
1450
... End
0.60
0.60
0.60
0.59
0.59
0.59
0.59
0.58
0.58
0.58
0.58
0.58
0.57
0.57
0.57
0.57
0.57
0.56
0.56
0.56
0.56
0.56
0.52
0.44
FECIVED]
6 2006
Y:

Hydrograph Plot
Hydraflow Hydrographs by fntelisolve
Hyd. No. 2
POST DEVELOPMENT INFLOW
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 6.000 ac
Basin Slope
= 1.0 %
Tc method
= LAG
Total precip.
= 8.50 in
Storm duration
= 24 hrs
40.00
30.00
20.00
10.00
n on
0 2 5
--- Hyd No. 2
Wednesday, Apr 26 2006, 5:35 PM
Peak discharge = 42.66 cfs
Time interval
= 1 min
Curve number
= 88
Hydraulic length
= 900 ft
Time of conc. (Tc)
= 22.23 min
Distribution
= Type 11
Shape factor
= 484
POST DEVELOPMENT INFLOW
Hyd. No. 2 — 100 Yr
7 9 12 14 16 19
Hydrograph Volume = 152,340 cutt
Q (cfs)
50.00
40.00
30.00
20.00
10.00
ran81
21 23 26
Time (hrs)
RECEIVED
BY

Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Wednesday, Apr 26 2006, 5:36 PM
Hyd. No. 3
2YR-100YR ROUTING
Hydrograph type = Reservoir
Peak discharge
= 0.49 cfs
Storm frequency = 25 yrs
Time interval
= 1 min
Inflow hyd. No. = 2
Reservoir name
= WQP#1
Max. Elevation = 100.85 ft
Max. Storage
= 93,217 cuft
Storage Indication method used_
Outflow hydrograph volume = 60,469 tuft
Hydrograph Discharge Table
(Pr4ded
vWuL-. '%ofQp_ Pdrd kftoW =5)
Time Inflow Elevation Clv A
Clv B Clv C Clv D Wr A Wr B Wr C
Wr D Exfil
Outflow
(min) cfs ft cfs
cfs cfs cfs cfs cfs cfs
cfs cfs
cfs
295 0.10 94.03 ----
----- -- --_- -- -- ----
---- 0.005
0.01
300 0.10 94.03 --
- ---- - --- -- ----
----- 0.006
0.01
305 0.11 94.03 ---
--- ----- ----- ---- ----- -
-- 0.007
0.01
310 0.12 94.04 -----
----- ----- ----- ----- ----- -----
----- 0.007
0.01
315 0.12 94.04 ---
---- --- ---- ----- ----- ----
----- 0.008
0.01
320 0.13 94.05 -----
---- ----- ----- ----- --- - -----
----- 0,009
0.01
325 0.14 94.05 ----
-- -- _-- -- -- ---
----- 0.010
0.01
330 0.15 94.06 -
----- ---- ---- ----- ----- ---
----- 0.011
0.01
335 0.16 94.06 ----
---- --- ---- ---- ---- -
--- 0.012
0.01
340 0.16 94.07 -----
----- ----- ----- ----- ----- -----
----- 0.013
0.01
345 0.17 94.07 -----
---- ----- ----- ----- ----- -----
----- 0,015
0.01
350 0.18 94.0$ -----
-__- --- ___-- __-- _-_-- -----
----- 0.016
0.02
355 0.19 94.08 -----
----- ----- ----- ---- ----- --
--- 0.017
0.02
360 0.20 94.09 ---
- -- -- - -- --
---- 0.018
0.02
365 0.20 94.10 --
-- --- --- - ---- -----
----- 0.020
0.02
370 0.21 94.11 -----
----- ----- ----- ----- ----- ---
----- 0.021
0.02
375 0.22 94.11 -----
---- --- ----- ---- --- -----
----- 0.023
0.02
380 0.23 94.12 -----
----- ----- ----- ----- ----- -----
----- 0.024
0.02
385 0.24 94.13 ---
---- ---- ----- -- ----- --
-- 0.026
0.03
390 0.25 94.14 -----
-- -- --- -- - ----
---- 0.028
0.03
395 0.26 94.15 ----
- ---- ---- -- - -- ----
---- 0.029
0.03
400 0.26 94.15
0.031
0.03
405 0.27 94.16 ----
----- ----- ----- --- ----- ---
--- 0.033
0,03
410 0.28 94.17 -----
____ __- -_^ -_- ___-- __-
__-- 0.035
0.03
415 0.29 94.18 ----
--- --- -- ---- ----- -----
----- 0.037
0.04
420 0.30 94.19 --
-- --- --- --- -- ----
--- 0,039
0.04
425 0.31 94.20 -
----- ---- - --- --- -
- 0.041
0.04
430 0.32 94,21 -----
----- ----- ----- ----- ----- -----
----- 0.043
0.04
435 0.33 94.22 ----
---- ---- ----- ----- -- ----
----- 0.045
0.04
440 0.33 94.23 --
----- ----- ----- ----- ---- ----
---- 0.047
0.05
445 0.34 94.25 -----
----- ---- -- --- ----- -----
----- 0.049
0.05
450 0.35 94.26 -----
---- ---- ---- ---- --- -----
----- 0.052
0.05
455 0.36 94.27 -
--- --- ----- ---- - -
-- 0.054
0.05
460 0.37 94.28 -----
----- ----- ----- ----- ---- -----
---- 0.056
0.06
465 0.38 94.29 ---
----- ---- ----- ----- --_-- -----
----- 0.059
0.06
470 0.39 94.30 -----
----- ----- ----- ----- -----
----- 0.061
0.06
475 0.40 94.32 --
---- ---- ---- -- --- --
- - 0.064
0.06
480 0.41 94.33 ----
----- -- --- - ---- ----
----- 0.067
0.07
RECEIVED
JUL I G 2006
Continues on next page...

2YR-100YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
CIv A Civ B CIv C Clv D Wr A
Wr B Wr C Wr D EA1
Outflow
(min)
cfs
ft
cfs cfs cfs cfs Cfs
cfs cfs Cfs cfs
cfs
485
0.42
94.34
-- ----- -_--- ----- -----
----- ----- ----- 0.069
0.07
490
0.43
94.36
----- --- ----- ---- -- -
--- -- ----- 0.072
0.07
495
0.44
94.37
---- --- ----- -- --
-- - ----- 0.075
0.07
500
0.46
94.39
----- ----- ----- ----- -----
----- ----- ----- 0.078
0.08
505
0.48
94.40
----- ---- ----- ----- -----
----- ----- ----- 0.081
0.08
510
0.50
94.42
----- ----- ----- --- ----
--_-- ----_ _---- 0.084
0.08
515
0.53
94.43
---- -- --- ---- --
----- - -- ----- 0.087
0.09
520
0.55
94.45
----- ---- ---- ----- -----
----- ---- ----- 0.091
0.09
525
0.58
94.47
- -- --- --- _-
-- -- --- 0.094
0.09
530
0.60
94.49
----- ----- ---- ----- ----
----- ---- ---- 0.098
0.10
535
0.63
94.51
----- ----- ----- ----- -----
----- ----- ----- 0.102
0.10
540
0.66
94.53
----- ----- ----- ----- -----
---- ----- ----_ 0.106
0.11
545
0.68
94.55
- ---- ---- ----- ----
----- ----- ----- 0.111
0.11
550
0.71
94.57
-- -- ---- -- --
---- ---- ---- 0.115
0.12
555
0.73
94.59
-- --- --- -- ----
-- -- --- -- 0.120
0.12
560
0.75
94.62
----- ----- ----- ----- -----
----- ----- ----- 0.125
0.12
565
0.76
94.64
--- ---- ----- ---- --
--- ---- ---- 0.129
0.13
570
0.77
94.67
---- ----- ----- ---- -----
----- ----- ----- 0.134
0.13
575
0.78
94.69
--- --- _-_-- ----- ----
---- ----- ---- 0-139
0.14
580
0.80
94.72
-- -- - -- - ---
- - -- 0.144
0.14
585
0.82
94.74
- ----- ---- - ---
----- ----- ----- 0.149
0.15
590
0.84
94.77
----- ----- ----- ----- -----
----- ----- ----- 0.155
0.15
595
0.88
94.79
----- ----- ----- ---- -----
---- --- ----- 0.160
0.16
600
0.92
94.82
----- ----- ----- ----- -----
----- ----- ---- 0.166
0.17
605
0.96
94.85
-- -- ---- ---- --
---- -- -- 0.172
0.17
610
1.01
94.88
--- -- --- ----- ---
--- ---- --- 0.178
0.18
615
1.06
94.92
- -- --- ---- -
----- - --- - 0.185
0.18
620
1.12
94.95
----- ----- ----- --- ----
---- ----- ----- 0.192
0.19
625
1.18
94.99
----- ----- ----- ----- ----
----- ----- --- 0.199
0.20
630
1.25
95.02
--- --- ----- ----- -----
----- --- ----- 0.202
0.20
635
1.32
95.05
----- --- ----- -- --
--- -- --- 0.204
0.20
640
1.39
95.09
---- - --- - - ---
---- -- --- 0.205
0.21
645
1.48
95.13
---- ---- ----- --- -----
- - ----- 0.207
0.21
650
1.57
95.17
---- ----- ---- ----- ----
----- ----- ---_- 0.209
0.21
655
1.68
95.21
--- ---- ---- --- ---
--- - ---- ---- 0.211
0.21
660
1.79
95.26
----- ---_- --_-- ----- -----
----- ----- ----- 0.213
0.21
665
1.91
95.31
--- -- ---- ----- --
---- -- -- 0.215
0.21
670
2.05
95.37
-- --- --- --- --
--- ---- --- 0.217
0.22
675
2.22
95.43
--- - ---- ---- ---
----- ---- --- 0.220
0.22
680
2.42
95.49
----- --- ----- ----- -----
----- ----- ----- 0.223
0.22
685
2.67
95.56
--_-- ---- ----_ ----- ----
---- ----- ----- 0.226
0.23
690
2.93
95.64
----- _---- ----- --- -----
----- ----- ----- 0.229
0.23
695
3.35
95.73
-- -- --- ----- -----
---- -- ----- 0.233
0.23
700
4.45
95-84
----- --- ---- ---- ---
--- ---- -- 0.238
0.24
705
6.88
96.01
--- - - - ----
--=-- ----- ----- 0.245
0-24
710
11.28
96.23
---- ----
_ --- ----- 0.255
0.26
715
18.57
96.61
----- ---- ---- ----- -----
---- ----- ---- 0.273
0.27
720
27.41
97.17
----- ----- ----- ----- ----
----- ----- ----- 0.299
0.30
725
32.77
97.83
----- - ----- ----- --
----- ----- ---- 0.330
0.33
730
30.99
98.47
--- -- -- -- -----
----- ---- ----- 0.361
0.36
735
24.20
99.00
---- ---- ----- --- ----
- -- - 0.387
0.39
RECEIVED Continues on next page...
JUL 16 2006
Bv•

2YR-100YR'ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B Clv C Clv D Wr A
Wr B Wr C Wr D Exfil
Outflow
(min)
Cfs
ft"
cfs cfs Cfs cfs cfs
cfs cfs cfs Cfs
cfs
740
17.26
99.34
----- ----- ----- ---- -----
---- ---- ----- 0.405
0.41
745
11.12
99.57
--- ----- ----- ----- ----
----- ----- ----- 0.417
0.42
750
6.76
99.71
-- --- --- -- --
-- -- --- 0.424
0.42
755
5.07
99.80
----- ----- ----- ----- -----
----- ----- ----- 0.429
0.43
760
4.40
99.87
----- ----- ----- ----- -----
----- ----- ----- 0.433
0.43
765
3.86
99.93
----- ----- ----- ---- -----
----- ----- ----- 0.436
0.44
770
3.45
99.99
----- ----- ----- ----- ----
----- ---- ----- 0.439
0.44
775
3.16
100.03
-- ---- --- ----- ---
---- ---- ---- 0.441
0.44
780
2.93
100.07
---- - -- -- -
-- -- --- 0.443
0.44
785
2.76
100.10
----- ----- ----- ----- ----
----- ----- ----- 0.445
0.45
790
2.60
100.14
--- ----- ----- ----- ----
----- ----- ---- 0.447
0.45
795
2.46
100.17
---- --- ----- --- ----
---- ----- ---- 0.449
0.45
800
2.34
100.20
----- ----- --- ----- -----
----- - --- _---- 0.450
0.45
805
2.23
100.2-2
-- ---- -- --- ----
---- --- ---- 0.452
0.45
810
2.13
100.25
--- -- --- -- --
-- ---- -- 0.453
0.45
815
2.04
100.27
----- ----- ----- ---- --__
___ -- ----- 0.455
0.45
820
1.95
100.30
----- ----- ---- --- -----
---- ----- ----- 0.456
0.46
825
1.87
100.32
---- ----- ---- ---- -----
----- ----- ----- 0.457
0.46
830
1.80
100.34
--- ----- ---- ----- -----
- - --- ----- 0.458
0.46
835
1.73
100.36
-- -- - --- --
---- ----- --- - 0.459
0.46
840
1.66
100.38
--- ---- ----- --- ---
--- - -- 0.460
0.46
845
1.59
100.39
---- ----- ----- ----- -----
----- ----- ----- 0.461
0.46
850
1.54
100.41
----- ----- ---- ---- ---
-- ---- ----- 0.462
0.46
855
1.49
100.43
----- ----- ----- ----- ----
----- ----- ----- 0.463
0.46
860
1.44
100.44
-- -- -- ---- ---
---- ----- ----- 0.464
0.46
865
1.41
100.46
-- --- --- ---- ---
-- -- -- 0.464
0.46
870
1.39
100.47
---- ---- ----- ---- ---
---- --- ---- 0.465
0.47
875
1.36
100.48
----_ _- - w_ __--
_-_._ ___ ___-- 0.466
0.47
880
1.34
100.50
----- ----- ----- ---- -----
----- ----- ---- 0.467
0.47
885
1.32
100.51
----- ----- ----- ----- -----
----- --_-- _--- 0.467
0.47
890
1.29
100.52
---- -- --- -- --
--- ----- ---- 0.468
0.47
895
1.27
100.53
--- ----- ---- -- -- ---
- ---- ---- 0.469
0.47
900
1.25
100.55
----- --- ----- ---- ----
---- --- --- 0.469
0.47
905
1.23
100.56
----- -- --___ ___ __-
___-- ___-- __-- 0.470
0.47
910
1.20
100.57
---- ----- ----- ---- -----
----- ----- ---- 0.471
0.47
915
1.18
100.58
----- ---- ----- ----- -----
----- ----- ----- 0.471
0.47
920
1.16
100.59
- ---- -- ----- ---
----- -- -- 0.472
0.47
925
1.14
100.60
---- -- ----- --- -----
---- ---- --- 0.472
0.47
930
1.11
100.61
----- ---- ---- ---- --
----- ---- ----- 0.473
0.47
935
1.09
100.62
----- ---- ----- ---- -----
---- ----- ----- 0.473
0.47
940
1.07
100.63
--- ---- ---- ---- ----
----- ---- ----- 0.474
0.47
945
1.05
100.64
---- --- ----- ----- -----
--- ----- ----- 0.474
0.47
950
1.02
100.64
----- --- -- ----- ----
----- ---- ---- 0.475
0.47
955
1.00
100.65
---- ----- ----- ---- ----
-- -- -- 0.475
0.48
960
0.98
100.66
-- ---- --- ----- -----
---- --- ---- 0.476
0.48
965
0.96
100.67
- -- ----- _---- ---- ---
----- ----- ----- 0.476
0.48
970
0.93
100.67
---- -- ----- ----- -----
----- ----- ----- 0.476
0.48
975
0.92
100.68
0.477
0.48
980
0.90
100.69
---- ----- ---- ----- ----
----- ----- ----- 0.477
0.48
985
0.89
100.69
----- -- -- -_ --
----- ----- 0.477
0.48
990
0.88
100.70
--- --- ----- ----- ---
-- --- -- 0.478
0.48
F��VE C EI V ED Continues on next page...
JUL 1 6 2006
:

2Yfi-100YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A CIv B Clv C Clv D Wr A Wr B Wr C
Wr D Exfil
Ou#flow
(min)
cfs
ft
cfs cfs cfs cfs cfs cfs cfs
cfs cfs
cfs
995
0.87
100.71
--- -- ---- --- -- --- -----
- --- 0.478
0.48
1000
0.87
100.71
---- --- --- ---- -- -- ---
-- 0.478
0.48
1005
0.86
100.72
--- ----- ----- ----- ----- ----- -----
----- 0.479
0.48
1010
0.85
100.72
----- -_--- ----- ----- ----- ----- -----
----- 0.479
0.48
1015
0.84
100.73
---- ----- ----- ----- ----- ---- -----
---- 0.479
0.48
1020
0.83
100.73
--- - ----- ----- ----- ----- ----- -----
----- 0.480
0.48
1025
0.82
100.74
-- -- ---- --- -- ---- ---
--- 0.480
0.48
1030
0.82
100.74
----- ---- ---- --__ -- ----- ----
- - 0.480
0.48
1035
0.81
100.75
--- ---- ---- --- ---- ----- ----
----- 0.480
0.48
1040
0.80
100.75
---- ---- ----- _--- ----- ----- -----
----- 0.481
0.48
1045
0.79
100.76
----- _---- ----- ----- ----- ----- -----
----- 0.481
0.48
1050
0.78
100.76
---- ----- ----- ----- ----- ----- -----
----- 0.481
0.48
1055
0.78
100.77
--- -- --- -- - -- --- --
- 0.481
0.48
1060
0.77
100.77
--- -- ---- ---- --- -- ---
----- 0.482
0.48
1065
0.76
100.78
-- ---- ---- -- -- --- ----
----- 0.482
0.48
1070
0.75
100.78
---- ----- ----- --_- - --_ ----- -----
----- 0.482
0.48
1075
0.74
100.78
----- ----- ----- ----- ---- --- -----
---- 0.482
0.48
1080
0.74
100.79
---- ----- ----- ----- ----- ----- -----
----- 0.483
0.48
1085
0.73
100.79
---- ---- --- -- ---- -- --
--- 0.483
0.48
1090
0.72
100.79
--- - ---- ----- ---- ---- -----
--- 0.483
0.48
1095
0.71
100.80
- -- -- - - -- --
----- 0.483
0.48
1100
0.70
100.80
----- ----- ----- ----- ----- ----- -----
----- 0.483
0.48
1105
0.69
100.80
--- -_-- ----- ---- ----- ----- -----
----- 0.483
0.48
1110
0.69
100.81
----- ----- ----- ---- _--- ----- -----
----- 0.484
0.48
1115
0.68
100.83
0.484
0.48
1120
0.67
100.81
--- -- --- - --- --- ----
---- 0.484
0.48
1125
0.66
100.82
----- ---- ---- --- --- - --
- 0.484
0.48
1130
0.65
100.82
---- ---- --- ----- ----- ----- -----
----- 0.484
0.48
1135
0.65
100.82
---- ----- ---- ----- --- ----- ----
----- 0.484
0.48
1140
0.64
100.82
----- ----- ----- ----- ----- ----- -----
---- 0.485
0.48
1145
0.63
100.83
---- ----- ----- ---- ---- ----- -----
--- 0.485
0.48
1150
0.62
100.83
- - - - - --- ----
----- 0.485
0.48
1155
0.61
100.83
--- --- ---- -- -- -- --
--- 0.485
0.48
1160
0.61
100.83
----- ----- ----- ----- ---- ----- -----
----- 0.485
0.48
1165
0.60
100.83
--- ---- ---- ----- ---_ ----- -----
----- 0.485
0.49
1170
0.59
100.84
--- ----- ---- ----- --- ----- -----
----- 0.485
0.49
1175
0.58
100.84
----- --- ----- ----- ---- - -----
--- 0.485
0.49
1180
0.57
100.84
0.485
0.49
1185
0.56
100.84
- -- -- -- --- -- ----
---- 0.485
0.49
1190
0.56
100.84
----- ----- ----- ----- ---- ----- -----
----- 0.485
0.49
1195
0.55
100.84
0.485
0.49
1200
0.54
100.84
--- ----- ---- ---- ----_ ----- ----
----- 0.486
0.49
1205
0.53
100.84
---- ---- ---- ---- ----- -- --
---- 0.486
0.49
1210
0.52
100.84
- --- ---- ---- ----- ----- -----
- 0.486
0.49
1215
0.52
100.84
---- _--- -- -- -- --- ---
---- 0.486
0.49
1220
0.51
100.84
---- ----- ----- ----- ----- --- -----
---- 0.486
0.49
1225
0.51
100.84
----- ----- ----- ----- ----- ----- -----
----- 0.486
0.49
1230
0.51
100.85
----- ----- ----- ----- ----- ----- -----
----- 0.486
0.49
1235
0.51
100.85
0.486
0.49
1240
0.51
100.85
----- --- ----- ---_ ----- -- -
----- 0.486
0.49
1245
0.50
100.85
----- ----- ----- ----- ----- ---- ----
----- 0.486
0.49
RECEIV
ED Continues on next page...
JUL 16 006
BY:

ZiR.400YWROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B Clv C Clv D Wr A Wr B Wr C
Wr D Exfil
Outflow
(min)
cfs
ft
cfs cfs cfs cfs cfs cfs cfs
cfs cfs
cfs
1250
0.50
100.85
--- ----- ----- ---- -- --- -
--- 0.486
0.49
1255
0.50
100.85
-- ---- ----- ---- ----- ----- ----
-- 0.486
0.49
1260
0.50
100.85
---- -- - ---- - -- -----
---- 0.486
0.49
1265
0.50
100.85
---- ----- ---- ----- ----- ----- -----
----- 0.486
0.49
1270
0.50
100.85
--- ----- ----- ----- ----- ----- ----
---- 0.486
0.49
1275
0.49
100.85
---- ----- ---- ----- ---- ----- -----
----- 0.486
0.49
1280
0.49
100.85
0.486
0.49
1285
0.49
100.85
-- -- - --- --- ----- -----
----- 0.486
0.49
1290
0.49
100.85
---- --- --- --- -- --- - -
-- 0.486
0.49
1295
0.49
100.85
--- ---- ---- ----- ----- ----- -----
----- 0.486
0.49
1300
0.49
100.85 <<
----- ----- --- ---- -- ---- -----
---- 0.486
0.49 <<
1305
0.48
100.85
----- ----- ---- ----- --- ----- ----
---- 0.486
0.49
1310
0.48
100.85
---- ----- --- ----- ---- ---- ----
---- 0.486
0.49
1315
0.48
100.85
-- --- -- -- --- -- ----
----- 0.466
0.49
1320
0.48
100.85
---- --- ---- -- --- -- -
-- 0.486
0.49
1325
0.48
100.85
----- _____
-_-- 0.486
0.49
1330
0.48
100.85
---- -_-- -- ---- ---- ---- -----
---- 0.486
0.49
1335
0.47
100.85
---- ----- ----- ---- ----- ----- -----
---= 0.486
0.49
1340
0.47
100.85
---- ---- --- ----- ----- ----- -----
----- 0.486
0.49
1345
0.47
100.85
-- --- -- -- -- -- --
---- 0.486
0.49
1350
0.47
100.85
---- ---- ---- -- --- -- --
-- 0.486
0.49
1355
0.47
100.85
---- ---- ---- ----- ----- ----- -----
----- 0.486
0.49
1360
0.47.
100.85
---- --- --- --- --- --- ---
-- 0.486
0.49
1365
0.46
100.85
----- ----- ----- ----- ----- ----- -----
----- 0.486
0.49
1370
0.46
100.85
--- -- ---- --- -- ---- --
--- 0.486
0.49
1375
0.46
100.84
---- ---- ---- --- ---- --- ----
--- 0.486
0.49
1380
0.46
100.84
--- ---- -- --- --- ---- -----
----- 0.486
0.49
1385
0.46
100.84
0.486
0.49
1390
0.46
100.84
----- ----- ----- ----- ----- ----- -----
--- 0.486
0.49
1395
0.46
100.84
----_ ----_ ----- ---- ----- ----- ---
----- 0.486
0.49
1400
0.45
100.84
---- -- --- -- --- -- ----
-- 0.486
0.49
1405
0.45
100.84
---- ---- --- - ---- ----- --
--- 0.486
0.49
1410
0.45
100.84
----- -- -- --- ---- ----- -----
---- 0.486
0.49
1415
0.45
100.84
----- ---- --- --- ----- ---- ----
---- 0.485
0.49
1420
0.45
100.84
---- ---- ---- ----- ----- ---- --
-- 0.485
0.49
1425
0.45
100.84
---- --- ----- ----- ----- ----- -----
----- 0.485
0.49
1430
0.44
100.84
--- ---- ---- --- - ---- ---
----- 0.485
0.49
1435
0.44
100.84
--- -- - --- -- -- --
- 0.485
0.49
1440
0.44
100.84
----- --- ---- --- ----- ---- ----
-- 0.485
0.49
1445
0.41
100.84
---- ----- ----- ----- ----- _---- ----
---- 0.485
0.49
1450
0.35
100.84
-- --- ---- -- ---- -- --
----- 0.485
0.49
1455
0.24
100.83
----- --- --- ----- ---- ----- -----
----- 0.485
0.49
1460
0.14
100.83
---- ---- ----- ---- ----- ----- -----
----- 0.485
0.48
1465
0.07
100.82
----- ---- ---- --- --- ---- -----
----- 0.484
0.48
1470
0.02
100.82
- -- -- ---- -- -- -- ---- --
--- 0.484
0.48
1475
0.00
100.81
----- ----- ---- ----- ----- ---- -----
---- 0A84
0.48
1480
0.00
100.80
----- ----- ----- --- -- ----- ----- -----
0.483
0.48
1485
0.00
100.79
--- -- ----- ----- - - - ----- ----- -----
0.483
0.48
1490
0.00
100.79
----- --- --- ----- ----- ----- ----- ----
0.483
0.48
1495
0.00
100.78
----- ----- ---- ---- ----- ----- --
-- 0.482
0.48
1500
0.00
100.77
-- -- --- -- - ---- ----
---- 0.482
0.48
RECEIVED Continues on next page...
JUL 1 6 Z006

2i'R-100YR ROUTING
Hydrograph Discharge Table
Time
inflow
Elevation
Clv A Clv B Clv C Civ D Wr A
Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs cfs cfs cfs cfs
cfs cfs cfs cfs
cfs
1505
0.00
100.77
----- ----- ----- ----- -----
----- ---- ----- 0.481
0.48
1510
0.00
100.76
-- ---- -- - ---
----- ---- ----- 0.481
0.48
1515
0.00
100.75
---- -- --_ ----- ---
- -- -- 0.481
0.48
1520
0.00
100.74
----- ----- ----- ----- -----
----- ----- ----- 0.480
0.48
1525
0.00
100.74
----- ----- ----- ----- -----
----- ----- ----- 0.480
0.48
1530
0.00
100.73
---- ---- ----- ---- -----
----- ----- ----- 0.479
0.48
1535
0.00
100.72
0.479
0.48
1540
0.00
100.72
-- --- - --- -
----- --- ---- 0.479
0.48
1545
0.00
100.71
---- -- ----- ----- --
- --- -- 0.478
0.48
1550
0.00
100.70
----- ----- ----- ----- -----
----- ----- ----- 0.478
0.48
1555
0.00
100.69
0.478
0.48
1560
0.00
100.69
----- ----- ----- ----- -----
--_-- ----- _---- 0.477
0.48
1565
0.00
100.68
----- ---- ---- ---- -----
----- ----- ----- 0.477
0.48
1570
0.00
100.67
--- ---- -- --- ---
----- - --- 0.476
0.48
1575
0.00
100.67
--- -- ---- ---- --
-- ----- --- 0.476
0.48
1580
0.00
100.66
----- ---- ----- ----- -----
----- ---- ----- 0.476
0.48
1585
0.00
100.65
----- ----- ---_ ---- --
---- ----- ---- 0.475
0.48
1590
0.00
100.65
----- ----- ----- ----- -----
----- ---- ----- 0.475
0.47
1595
0.00
100.64
---- - --- --- ----
-- --- --- 0.474
0.47
1600
0.00
100.63
--- ---- _--- ---- --
--- --- ---- 0.474
0.47
1605
0.00
100.62
---- ---- ---- ----- ----
---- ----- ---- 0.474
0.47
1610
0.00
100.62
---- ----- ----- ---- -----
----- ----- _--- 0.473
0.47
1615
0.00
100.61
----- ----- ----- ----- -----
----- ----- ----- 0.473
0.47
1620
0.00
100.60
----- ---- ---- ----- ----
----- ----- ----- 0.472
0.47
1625
0.00
100.60
---- ----- --- ---- --
- ---- ---- 0.472
0.47
1630
0.00
100.59
-- ----- ---- ----- ----
-- ---- ----- 0.472
0.47
1635
0.00
100.58
----- - -- - ---
-- - -- 0.471
0.47
1640
0.00
100.57
----- ----- ----- ----- ----
----- ----- ----- 0.471
0.47
1645
0.00
100.57
0.471
0.47
1650
0.00
100.56
----- ---- ----- ----- -----
----- ----- ----- 0.470
0.47
1655
0.00
100.55
--- ----- ----- ----- --
----- ----- ----- 0.470
0.47
1660
0.00
100.55
--- --- --- ----- ----
--- - ---- 0.469
0.47
1665
0.00
100.54
--- --- - -- --
----- -- - 0.469
0.47
1670
0.00
100.53
----- ----- ---- ---- -----
----- ----- ----- 0.469
0.47
1675
0.00
100.53
---_- --- ----- --- ----
----- ----- ----- 0.468
0.47
1680
0.00
100.52
----- ----- ----- ----- -----
----- ----- ----- 0.468
0.47
1685
0.00
100.51
----- --- -- --- ----
---- ----- --- 0.468
0.47
1690
0.00
100.51
---- ----- ----- --- --
---- --- ----- 0.467
0.47
1695
0.00
100.50
-- ----- ----- ---- ---
--- -- ----- 0.467
0.47
1700
0.00
100.49
----- -- --_- --- -----
---- ----- ----- 0.466
0.47
1705
0.00
100.4$
---- ----- ---- - - -----
----- ----- ----- 0.466
0.47
1710
0.00
100.48
----_ ----- ----- ----- -----
----- ----- ---- 0.466
0.47
1715
0.00
100.47
----- -- --- ----- -----
---- ---- --= 0.465
0.47
1720
0.00
100.46
---- ---- ---- - ----
- --- ---- ---- 0.465
0.46
1725
0.00
100.46
----- ----- ----- ---- ---
---- ----- ---- 0.465
0.46
1730
0.00
100.45
---- ----- ----- ----- -----
----- -- --- 0.464
0.46
1735
0.00
100.44
---- ----- ----- --- ----
----- ----- ---- 0.464
0.46
1740
0.00
100.44
---- ----- ---- ----- - - -
----- ----- ----- 0.463
0.46
1745
0.00
100.43
----- ----- ---- ----- ---
-- --- ---- 0.463
0.46
1750
0.00
100.42
-- - - ----- -----
-- -- - -- 0.463
0.46
1755
0.00
100.42
---- --- ----- - ---
--- ----- ----- 0.462
0.46
R-ECEIVED Continues on next page...
JUL 1 6 2006
13Y:

2YR-100YR,ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B Clv C Clv D Wr A Wr B Wr C
Wr D Exfil
Outflow
(min)
cfs
ft
cfs cfs cfs cfs cfs cfs cfs
cfs cfs
cfs
1760
0.00
100.41
---- -- --- ---- -- ---- -----
----- 0.462
0.46
1765
0.00
100.40
----- ---- ---- ---- ----- ----- --
-- 0A62
0.46
1770
0.00
100.39
---- ---- ----- ----- --- ----- ---
- -- 0.461
0.46
1775
0.00
100.39
----- ----- ----- ----- ----- ----- -----
----- 0.461
0.46
1780
0.00
100.38
----- ----- ----- ----- ----- ----- -----
----- 0.460
0.46
1785
0.00
100.37
----- ----- ----- ----- -----
----- 0.460
0.46
1790
0.00
100.37
---- -- -- _-- -- ---- ---
--- 0.460
0.46
1795
0.00
100.36
----- ----- ----- ----- ----- -- ---
-- 0.459
0.46
1800
0.00
100.35
- --- -- --- --- ---- -----
---- 0.459
0.46
1805
0.00
100.35
----- ----- ----- ---- ---- ----- -----
---- 0.459
0.46
1810
0.00
100.34
----- _---- ----- ----- ----- ----- ----
----- 0.458
0.46
1815
0.00
100.33
---- ----- ----- ----- ----- ----- -----
----- 0.458
0.46
1820
0.00
100.33
--- -- --- -- ---- --- ---
-- 0.457
0.46
1825
0.00
100.32
-- ----- ---- ---- ---- --- ---
-- 0.457
0.46
1830
0.00
100.31
---- ---- ---- ----- ---- ---- -----
---- 0.457
0.46
1835
0.00
100.31
---- ----- ----- ----- ----- ----- ----
--- 0.456
0.46
1840
0.00
100.30
----- ----- ----- ----- ---- ----- ----
----- 0.456
0.46
1845
0.00
100.29
----- ----- ----- ----- --_-- ----- -----
----- 0.456
0.46
1850
0.00
100.29
----- --- ----- ----- ----- ----- -----
---- 0.455
0.46
1855
0.00
100.28
---- ---- --- ---- --- ----- ---
---- 0.455
0.45
1860
0.00
100.27
--- -- --- - - - --
- 0.454
0.45
1865
0.00
100.27
---- ----- ----- ----- ----- ----- -----
---- 0.454
0.45
1870
0.00
100.26
-- ---- ---- ---- - ----- ---
-- -- 0.454
0.45
1875
0.00
100.25
----- ----- ----- ----- ----- ----- -----
---- 0.453
0.45
1880
0.00
100.25
----- ----- ----- ----- ---- ----- -----
----- 0.453
0.45
1885
0.00
100.24
-- - -- --- --- -- ---
---- 0.453
0.45
1890
0.00
10023
--- --- ---- -- -- ---- -
-- 0.452
0.45
1895
0.00
100.23
----- ---- ----_ _---- ---- ----- ----
--- 0.452
.0.45
1900
0.00
100.22
---_ -- ---- ---- ---- ----- --
---- 0.451
0.45
1905
0.00
100.21
----- ----- ----- ----- ----- ----- -----
----- 0.451
0.45
1910
0.00
100.20
--- --- -- ----- ----- --- ----
---- 0.451
0.45
1915
0.00
100.20
- -- --- -- - -- --
--- 0.450
0.45
1920
0.00
100.19
--- ----- --- --- --- ---- ----
-- -- 0.450
0.45
1925
0.00
100.18
----- ----- ----- ----- ----- ----- ----
----- 0.450
0.45
1930
0.00
100.18
--_
0.449
0.45
1935
0.00
100.17
----- ----- ----- ----- ----_ --_-- -----
----- 0.449
0.45
1940
0.00
100.16
----- ---- ----- --- ---- ----- ----
---- 0.449
0.45
1945
0.00
100-16
--- -- -- ---- -- -
-- 0.448
0.45
1950
0.00
100.15
-- ---- -- - ---- --- ----
--- 0.448
0.45
1955
0.00
100.14
0.447
0.45
1960
0.00
100.14
----- --- --- ---_ ---- ---_ ----
---- 0.447
0.45
1965
0.00
100.13
--- -- ----- -- -- ----- -----
----- 0.447
0.45
1970
0.00
100.12
---- ----- ----- ---- --- ----- --
-- 0.446
0.45
1975
0.00
100.12
---- ---- -- ----- -- - ---- --
--- 0.446
0.45
1980
0.00
100.11
-- --- --- - - ---- -----
---- 0.446
0.45
1985
0.00
100.10
----- ----- ----- ----- ----- ----- -----
----- 0.445
0.45
1990
0.00
100.10
----- _--- ----- ---- ----- ----- -----
---- 0.445
0.44
1995
0.00
100.09
----- ----- ----- ----- ----- ----- -----
----- 0.445
0.44
2000
0.00
100.09
--- ---- ----- - --- _--- -----
--- 0.444
0.44
2005
0.00
100.08
----- ----- ----- ----- ---- --- ---
---- 0.444
0.44
2010
0.00
100.07
----- ---- -- ----- ---- ---- ----
- 0.444
0.44
RECEIVED Continues on next page...
JUL 1 6 2006
BY:

2YR-lOOYR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
CIv A CIv B CIv C CIv D Wr A Wr B Wr C
Wr D Exfil
Outflow
(min)
cfs
ft
cfs cfs cfs cfs cfs cfs cfs
cfs cfs
cfs
2015
0.00
100.07
--- ---- ---- ---- - -- -- -----
- --- 0.443
0.44
2020
0.00
100.06
----- --- ----- ----- ----- ---- -_--
----- 0.443
0.44
2025
0.00
100.05
---- -- --- --- --- ---- -
--- 0.442
0.44
2030
0.00
100.05
----- ----- ----- ----- ----- ----- -----
----- 0.442
0.44
2035
0.00
100.04
----- ----- ----- ----- ----- _---- -----
----- 0.442
0.44
2040
0.00
100.03
----- ----- ----- ----- ----- ----- -----
----- 0.441
0.44
2045
0.00
100.03
-- ----- ---- ----- ---- - -----
----- 0.441
0.44
2050
0.00
100.02
----- ---- ----- --- ----- ---- ---
----- 0.441
0.44
2055
0.00
100.01
----- -- --- - --- --- -
- 0.440
0.44
2060
0.00
100.01
----- ----- ----- ----- ----- ----- -----
----- 0.440
0.44
2065
0.00
100.00
---- ---- ----- ----- ----- ---- -----
----- 0.440
0.44
2070
0.00
99.99
----- ----- ----- -_--- ----- --- -----
---- 0.439
0.44
2075
0.00
99.98
-- ---- --- ---- -- --- -----
----- 0.439
0.44
2080
0.00
99.98
---- --- ----- ---- ----- ---- -----
----- 0.438
0.44
2085
0.00
99.97
----- --- ----- -- -- --- -
-- 0.438
0.44
2090
0.00
99.96
-- ----- ----- ----- ----- ---- -----
----- 0.438
0.44
2095
0.00
99.96
----- ----- ----- ----- ----- --- -----
----- 0.437
0.44
2100
0.00
99.95
----- ----- ----- ----- ---- ----- -----
---- 0.437
0.44
2105
0.00
99.94
----- ----- ----- ----_ ---- -- ----
---- 0-436
0.44
2110
0.00
99.93
-- - --- -- - --- --
- 0.436
0.44
2115
0.00
99.93
-- ---- --- ----- --- ---- -----
---- 0.436
0.44
2120
0.00
99.92
----- -- ----- ---- ----- ----- -----
---- 0.435
0.44
2125
0.00
99.91
----- ----- ----- ----- ---- ----- -----
---- 0.435
0.43
2130
0.00
99.90
----- ----- ----- ----- ----- --- -----
----- 0.435
0.43
2135
0.00
99.90
-- --- ---- ---- - ----- ---
- 0.434
0.43
2140
0.00
99.89
-- --- -- -- ----- ----- ---- -----
--- 0.434
0.43
2145
0.00
99.88
---- -- ----- - -- -- --- --
--- 0.433
0.43
2150
0.00
99.87
----- ---- ---- ---- ---- ----- -----
----- 0.433
0.43
2155
0.00
99.87
----- ----- --- ----- ----- ----- -----
----- 0.433
0.43
2160
0.00
99.86
0.432
0.43
2165
0.00
99.85
-- - ----- --- -- ----- -
- 0.432
0.43
2170
0.00
99.85
---- --- -- _---- ----- ---- -----
---- 0.432
0.43
2175
0.00
99.84
----- ----- -- --- --- -- _----
----- 0.431
0.43
2180
0.00
99.83
----- ----- ----- ----- ----- ----- ----
----- 0.431
0.43
2185
0.00
99.82
----- ---- ---- ----- ----- ----- -----
----- 0.430
0.43
2190
0.00
99.82
-- ----- -- ----- ----- -- -----
----- 0.430
0.43
2195
0.00
99.81
----- --- ----- ----- ----- - -----
---- 0-430
0.43
2200
0.00
99.80
--- ----- --- --- -- --- --
--- 0.429
0.43
2205
0.00
99.80
---- - ----- --- ----- -- --
--- 0.429
0.43
2210
0.00
99.79
----- ----- ----- ----- ----- ---- -----
----- 0.429
0.43
2215
0.00
99.78
---- ----- --- ----- ---- ----- ---
----- 0.428
0.43
2220
0.00
99.77
----- ----- --- ----- ----- ---- -----
----- 0.428
0.43
2225
0.00
99.77
---- --- ---- --- -- ----- -----
---- 0.427
0.43
2230
0.00
99.76
-- ---- ----- -- --- --- --
----- 0.427
0.43
2235
0.00
99.75
----- - ----- ----- ----- ---- ---
---- 0.427
0.43
2240
0.00
99.75
----- ----- ----- ----- ----- ---- -----
---- 0.426
0.43
2245
0.00
99.74
---- ----- ----- ---- ----- ---- -----
----- 0.426
0.43
2250
0.00
99.73
----- ----- ----- ----- ----- ----- -----
----- 0.426
0.43
2255
0.00
99.72
----- ----- ----- ----- ---- ---- ---
---- 0.425
0.43
2260
0.00
99.72
---- ---- -- ----- ----- -- -----
--- 0.425
0.42
2265
0.00
99.71
-- ----- ----- -- -- ---- -----
-- 0.424
0.42
DECEIVED Continues on next page...
JUL 1 6 2006

2YR-1 OOYR" RO UTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B Clv C Clv D Wr A Wr B
Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs cfs cfs cfs cfs cfs
cfs cfs cfs
cfs
2270
0.00
99.70
----- --- ----- ---- ---- ----
---- -- 0.424
0.42
2275
0.00
99.70
---- ----- --- ---- ----- __---
--- ----- 0.424
0.42
2280
0,00
99.69
-- ---- -- - --- ----
----- ---- 0.423
0.42
2285
0.00
99.68
----- ----- ----- ----- ----- -----
----- ----- 0.423
0.42
2290
0.00
99.67
----- ----- ----- ----- ----- -----
----- ----- 0,423
0.42
2295
0.00
99.67
----- ---- ----- ----- ----- -----
----- ----- 0.422
0.42
2300
0.00
99.66
----- --- ---- ---- ---- ----
--- --- 0,422
0.42
2305
0.00
99.65
---- ----- ---- ---- ----- -----
---- ----- 0.421
0.42
2310
0.00
99.65
- ----- --- - --- -----
----- -- 0.421
0.42
2315
0.00
99.64
----- ---- ---- ----- ---- -----
----- ----- 0.421
0.42
2320
0.00
99.63
0.420
0.42
2325
0.00
99.62
---- ----- ----- --- ----- -----
-- --- 0.420
0.42
2330
0.00
99.62
----- ---- ---- ---- ----- ----
-- ---- 0.420
0.42
2335
0.00
99.61
--- ---- -- ---- ---- ---
----- --- 0.419
0.42
2340
0.00
99.60
-- --- -- - --- -
-- - 0.419
0.42
2345
0.00
99.60
0.418
0.42
2350
0.00
99.59
__ r ___ ___ _-_ ____ ____
_ ___ -__ 0.418
0.42
2355
0.00
99.58
----- ---- ----- -_-- ----- -----
---- ----- 0.418
0.42
2360
0.00
99.58
----- ----- _---- ----- ----- ----
----- ----- 0.417
0.42
2365
0.00
99.57
- ----- -- - ---- -----
---- - 0.417
0.42
2370
0.00
99.56
---- - --- ---- - - --
----- --- 0.417
0.42
2375
0.00
99.55
----- ---- ----- -_--- ----- -----
----- ----- 0.416
0.42
2380
0.00
99.55
----- --- ----- ----- ----- -----
----- ---- 0.416
0.42
2385
0.00
99.54
---- ----- ----- ----- ----- -----
----- ----- 0.416
0.42
2390
0.00
99.53
--- ---- --- --- --- --
--- -- 0.415
0.42
2395
0.00
99.53
----- ---- ---- ---- ---- ---
----- ----- 0.415
0.41
2400
0.00
99.52
----- -- -- ---- --- ---
---- --- 0.414
0.41
2405
0.00
99.51
----- ----- ----- ----- --- -----
---- ---- 0,414
0.41
2410
0.00
99.51
---- ----- ----- --__ .__ ___
____ -- 0.414
0.41
2415
0.00
99,50
----- --- __--- ----- ----- -----
----- ----- 0.413
0.41
2420
0.00
99.49
- --- ----- --- -- ---
--- -- 0.413
0.41
2425
0.00
99.48
----- ----- ---- ----- ----- ---
---- ----- 0.413
0.41
2430
0.00
99.48
----- - --- ---- ----- ----
-- --- 0.412
0.41
2435
0.00
99.47
0.412
0.41
2440
0.00
99.46
-- ----- --_-- --- ---- -----
---- ---- 0.412
0.41
2445
0.00
99.46
---- ----- ----- ----- ----- -----
---- ----- 0.411
0.41
2450
0.00
99.45
---- ---- --- ---- ---- -----
---- -- 0.411
0.41
2455
0.00
99.44
- ---- - --- --- -- ---
----- -- 0.410
0.41
2460
0.00
99.44
--- ---- ----- ---- ---- --
---- ----- 0.410
0.41
2465
0.00
99.43
----- ----- ----- ----- ----- -----
----- ---- 0.410
0.41
2470
0.00
99.42
----- -- ---- ----- ----- -----
---- ----- 0.409
0.41
2475
0.00
99.42
----- ---_
0.409
0.41
2480
0.00
99.41
-- ---- ----- ----- ---- -----
----- ----- 0.409
0.41
2485
0.00
99.40
--- --- ----- ---- --- --
--- ----- 0.408
0.41
2490
0.00
99.39
---- -- --- -- -- ----
- -- 0.408
0.41
2495
0.00
99.39
----- ----- ----- ----- ----- -----
--_-- ----- 0.408
0.41
2500
0.00
99.38
---- ---- ---- ---- ----- ----
--- ---- 0.407
0.41
2505
0.00
99.37
---- ----- -_--- ---- ---- -----
---- ---- 0.407
0.41
2510
0.00
99.37
--- ---- ----- ----- ----- -----
----- ----- 0.407
0.41
2515
0.00
99.36
----- -- ----- ----- ----- ---
----- ----- 0.406
0.41
2520
0.00
99.35
----- -- --- - -- -
-- - 0,406
0.41
C F,I V ED Continues on next page...
JUL 1 6 Z005
BY:

2�R-100YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D
Exfil
Outflow
(min)
cfs
ft
cfs cfs cfs cfs cfs cfs cfs cfs
cfs
cfs
2525
0.00
99.35
0.405
0.41
2530
0.00
99.34
-- ---- - ---- -- - ----- ---
0.405
0.41
2535
0.00
99.33
-- ----- ---- ----- ----- - --- ----- ---
0.405
0.40
2540
0.00
99.33
---- ----- ----- ----- ----- ----- ----- -----
0.404
0.40
2545
0.00
99.32
----- ----- ----- ----- ----- ----- ----- -----
0.404
0.40
2550
0.00
99.31
----- ----- ----- ----- ---- ----- ----- -----
0.404
0.40
2555
0.00
99.31
0.403
0.40
2560
0.00
99.30
-- --- - --- ----- ---- --- ----
0.403
0.40
2565
0.00
99.29
---- ----- ----- ---- --- --- ---- -----
0.403
0.40
2570
0.00
99.29
----- ----- ----- ----- ----- ----- ---- -----
0.402
0.40
2575
0.00
99.28
----- ----- -- ----- ----- ----- ----- -----
0.402
0.40
2580
0.00
99.27
---- ----- ----- ----- ----- ----- ----- -----
0.402
0.40
2585
0.00
99.27
---- --- ---- --- --- --- ---- ----
0.401
0.40
2590
0.00
99.26
-- -- -- ---- ----- ---- ----- ----
0.401
0.40
2595
0.00
99.25
---- ----- ----- -- ---- ---- ---- -----
0.400
0.40
2600
0.00
99.25
----- ----- ----- ----- ---- ----- ----- ----
0.400
0.40
2605
0.00
99.24
----- ----- ---- ---- ----- ----- ----- -----
0.400
0.40
2610
0.00
99.23
----- ----- ----- ----- ----- ----- ----- -----
0.399
0.40
2615
0.00
99.23
-- ----- -- ----- ---- ----- ----- -----
0.399
0.40
2620
0.00
99.22
---- ----- - -- ---- ----- ----- -----
0.399
0.40
2625
0.00
99.21
----- - -- ---- -- -- --- -
0.398
0.40
2630
0.00
99.21
----- ----- ----- ----- ----- ----- ----- -----
0.398
0.40
2635
0.00
99.20
----- ----- ----- ----- ---- ----- ----- ----
0.398
0.40
2640
0.00
99.19
---- ---- ---- ----- ----- ----- ----- -----
0.397
0.40
2645
0.00
99.19
---- --- ---- ----- ----- -- --- -----
0.397
0.40
2650
0.00
99.18
---- -- -- _- --- ---- ---- -
0.397
0.40
2655
0.00
99.17
--- -- -- --- ----- ---- ----- ---
0.396
0.40
2660
0.00
99.17
----- ----- ----- ----- ----- ---- ---- -----
0.396
0.40
2665
0.00
99.16
---- --- ----- ----- ----- ----- ----- -----
0.396
0.40
2670
0.00
99.15
----- ----- ---- ----- ----- ----- ----- -----
0.395
0.40
2675
0.00
99.15
---- ----- ----- ---- ---- --- -- ----_
0.395
0.39
2680
0.00
99.14
----- -- -- -- - ----- ----- -
0.395
0.39
2685
0.00
99.13
---- -- -- ---- ---- ---- --- ---
0.394
0.39
2690
0.00
99.13
---- ----- ----- ----- ----- ---- ----- -----
0.394
0.39
2695
0.00
99.12
----- --_-- ----- ---- ---- ----- ----- -----
0.394
0.39
2700
0.00
99.11
----- ----- --- ---- ----- ----- ----- -----
0.393
0.39
2705
0.00
99.11
----- ----- ----- ---- --- -- ---- ---
0.393
0.39
2710
0.00
99.10
---- ---- ----- ----- ---- -- - -----
0.392
0.39
2715
0.00
99.09
--- -- --- - -- ---- ---- ---
0-392
0.39
2720
0.00
99.09
----- ---- ----- ----- ---- ----- ----- -----
0.392
0.39
2725
0.00
99.08
----- ----- ----- ----- ----- ----- ---- -----
0.391
0.39
2730
0.00
99.07
----- ----- ----- ----- ----- ---- ---- ----
0.391
0.39
2735
0.00
99.07
0.391
0.39
2740
0.00
99.06
---- -- ---- ---- --- ---- ---- -----
0.390
0.39
2745
0.00
99.05
----- ---- ----- ---- ---- - -- --- ---
0.390
0.39
2750
0.00
99.05
----- ----- ----- ----- ----- ----- ----- -----
0.390
0.39
2755
0.00
99.04
---- ----- ----- ----- -- -- ----- ----- -----
0.389
0.39
2760
0.00
99.03
----- ----- ----- ----- ----- ----- ----- -----
0.389
0.39
2765
0.00
99.03
----- ----- ---- ----- ----- ---- --
0.389
0.39
2770
0.00
99.02
---- --- - -- -- ----- ----- -----
0.388
0.39
2775
0.00
99.01
----- ---- - -- ---- --- ---- ----- ----
0.388
0.39
RECEIVED Continues on next page...
JUL 1 6 Z006
BY:

ZYR-100YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B CIv C Civ D Wr A Wr B Wr C Wr D EMI
Outflow
(min)
cfs
ft
cfs cfs cfs cfs cfs cfs cfs cfs Cfs
cfs
2780
0.00
99.01
----- ----- ---- ----- __-- --- ----- ----- 0.388
0.39
2785
0.00
99.00
- -- ----- -- --- ---- ----- ---- 0.387
0.39
2790
0.00
98.99
---- -- -- --- --- - -- -- 0.387
0.39
2795
0.00
98.99
----- ----- ----- ----- ----- ----- ----- ----- 0.387
0.39
2800
0.00
98.98
--- ----- --- ----- ---- ---- ----- ----- 0.386
0.39
2805
0.00
98.97
---- ----- ---- ----- ----- ---- ----- ----- 0.386
0.39
2810
0.00
98.96
----- ----- ---- ----- ----- ----- ----- --- 0.386
0.39
2815
0.00
98.96
- ---- ---- -- ---- --- ---- - 0.385
0.39
2820
0.00
98.95
---- - -- ----- - - ---- --- 0.385
0.38
2825
0.00
98.94
----- ----- ----- ----- ----- ----- ----- ----- 0.384
0.38
2830
0.00
98.93
-- ----- --- -- ----- --- ---- ----- 0.384
0.38
2835
0.00
98.93
----- ---- --- ---- ----- -- ----- ----- 0.384
0.38
2840
0.00
98.92
--- --- ----- --- ---- --- --- ----- 0.383
0.38
2845
0.00
98.91
--- ---- -- -- --- -- ----- --- 0.383
0.38
2850
0.00
98.91
-- -- --- --- - --- --- 0-383
0.38
2855
0.00
98.90
----- ----- ----- ----- ----- ----- ----- ----- 0.382
0.38
2860
0.00
98.89
--- ----- ---- ---- ---- --- ----- ----- 0.382
0.38
2865
0.00
98.88
----- ----- --- ---- ----- ----- ----- ----- 0.381
0.38
2870
0.00
98.88
0.381
0.38
2875
0.00
98.87
--- - ---- --- --- - -- ----- 0.381
0.38
2880
0.00
98.86
--- ---- ----- -- --- ----- -- ---- 0.380
0.38
... End
RECEIVED
Jul. 1 6 2005
I3Y:

Ponca. Report
Hydratlow Hydrographs by Intelisolve Wednesday, Apr 26 2006, 5:36 PM
Pond No. 1 - WQP#1 al / 4435<6 '
Pond Data �� ����� .� J( (� p
Pond storage is based on known contour areas. Average end area method used. /
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuff) Total storage (tuft)
0.00
94.00
6,951
0
0
1.00
95.00
8,706
7,629
7,829
2.00
96.00
10,561
9, 634
17,462
3,00
97.00
12,578
11.570
29 032---->
4.00
98.00
14,575
13,577
42,608
5.00
99.00
16,732
15,654
58,262
6.00
100.00
18,990
17,861
76,123
7.00
101.00
21,348
20,169
9$,
8.00
102.00
23,808
22,578
9.00
103.00
26,367
25,088
15�
/O3 0 QO G7
Culvert 1 Orifice Structures
Weir Structures
[A]
[131
[C]
[D]
[A]
iBl
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (n) = 20.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft) = 100.90
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff. = 2.60
3.33
0.00
0.00
Invert El. (ft) = 0.00
0.00
0.00
0.00
Weir Type = Broad
-
-
-
Length (ft)
= 0.00
0.00
0.00
0.00
Muiti-Stage = No
No
No
No
Slope (%)
= 0.00
0.00
0.00
0.00
N Value
= .013
.013
.000
_000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= n a
No
No
No
ExEsltration = 1.000 it>ltlr (Contour) TaiWater Elev. = 0.00 ft
Note: CLhvrtK)dFce oultlows have been analyzed under inlet and outlet oonW.
Stage ! Storage 1 Discharge Table
Stage
Storage Elevation
Chr A
Clv 8 Clv C
Clv D Wr A Wr B
Wr C
Wr D
Exfiil
Total
ft
tuft
ft
Cfs
cfs cfs
cfs cfs cfs
cis
cis
cfs
cts
0.00
0
94.00
-
- -
- 0-00 ---
--
-
0.000
0.00
0.10
783
94.10
-
- -
- 0.00 -
-
---
0.020
0.02
0.20
1,566
94.20
-
- -
- 0.00 --
-
-
0.040
0.04
0.30
2,349
94.30
-
- -
- 0.00 --
-
-
0.060
0,06
0.40
3,131
94.40
-
- -
- 0.00 -
-
-
0.081
0.08
0.50
3,914
94.50
-
- --
- 0.00 -
-
-
0.101
0.10
0.60
4,697
94.60
---
- -
--- 0.00 -
---
-
0.121
0.12
0.70
5,480
94.70
---
- -
-- 0.00 -
-
---
0,141
0.14
0.80
6,263
94.80
-
--- -
- 0.00 -
-
-
0.161
oA 6
0,90
7,046
94.90
-
- -
- 0.00 -
---
-
0.181
0.18
1.00
7,829
95.00
---
- ---
-- 0.00 -
-
-
0.202
0.20
1.10
8,792
95Ao
-
-- -
- 0.00 -
-
-
0206
0.21
1.20
9,755
95.20
-
- -
- 0.00 -
--
-
0.210
0.21
1.30
10,719
95.30
---
-- -
- 0.00 -
-
-
0214
0.21
1.40
11,682
95,40
---
--- -
-- 0.00 -
--
--
0.219
0.22
1.50
12,645
95.50
-
- -
- 0.00 -
-
---
0.223
0.22
1.60
13.609
95.60
-
- -
- 0.00 --
-
-
0.227
0.23
1.70
14,572
95.70
---
--- -
-- 0.00 -
- -
-
0.232
0.23
1.80
15,535
95.80
-
- -
- 0.00 -
-
--
0.236
024
1:90
16,499
95.90
-
- -
- 0.00 -
-
-
0.240
0.24
2.00
17,462
96.00
---
- -
--- 0.00 -
---
-
0.244
0.24
2.10
18,619
96.10
-
- -
- o_Qo -
-
--
0.249
0.25
2.20
19,776
96.20
---
--- -
-- 0.00 ---
-
-
0.254
0.26
2.30
20,933
96.30
---
--- ---
-- 0.00 -
---
--
0.258
0.26
2.40
22,090
96.40
-
- -
- 0.00 -
-
---
o.263
0.26
250
23,247
96.50
-
- -
- 0.00 ---
-
-
0.268
0.27
2.60
24,404
96.60
-
- -
- 0.00 -
-
-
0,272
0,27
2.70
25.561
96.70
--
---
-
-- 0.00 -
-
-
0.277
0,28
7JULR-ECEEIVEDContinues on next page...
16 2006

wQP#1
Stage /
Storage /
Discharge Table
stage
storage
Elevation clv A
CN B CIv C Clv D wr A wr B
wr C wr D
fs
total
cfs
It
cull
ft cfs
cfs cfs cis cis cfs
C
tfs cfs cfs
2,80
26,718
96.80 -
- - - 0.00 -
-- -- 0.282
0.286
0.28
0.29
2.90
27,875
96.90 ---
- -- - 0.00 -
0.00 --
- -
- - 0.291
0.29
3.00
29,032
97.00 -
- - -
0.00 -
- -- 0.296
0.30
3,10
30,389
97.10 ---
--- --- -
0.00 -
- - 0.300
0.30
3.20
31,747
97.20 -
- - ---
0.00 --
- - 0.305
0.31
3.30
33,104
97.30 -
- - -
0.00 -
- - 0.310
0.31
3.40
34,462
97.40 --
- -- -
0.00 -
- - 0.314
0.31
3.50
35,820
97.50 -
- - ---
0.00 ---
-- - 0.319
0.32
3.60
37,177
97.60 -
- - -
0.00 -
- - 0.324
0.32
3.70
38,535
97.70 ---
--- --- -
0.00 -
- - 0.328
0.33
3.80
39,893
97.80 -
- - ---
0.00 -
- - 0.333
0-33
3.90
41,260
97.90 -
- - -
0.00 -
--- -- 0.337
0.34
4.00
42,608
98,00 ---
--- --- -
0.00 -
- - 0.342
0.34
4.10
44,173
98.10 -
- - ---
0.00 ---
-- -- 0,347
0.35
4.20
45,739
98.20 --
-- -- -
0.00 -
--- -- 0.352
0.35
4.30
47,304
98.30 -
--- --- -
0.00 -
- - 0.357
0.36
4.40
48,869
98.40 -
- - ---
0.00 --
- - 0.362
0.36
4,50
50,435
98.50 -
- - -
0.00 -
--- -- 0.367
0,37
4.60
52,000
98.60 ---
- - -
0.00 -
- - 0.372
0.37
4.70
53,565
98.70 -
- - ---
0.00 ---
- -- 0.377
0.38
4.80
55,131
98.80 -
-- --- -
0.00 -
--- --- 0.382
0.38
4.90
56,696
98.90 -
- - -
0.00 -
- - 0.387
0.39
5.00
58,262
99.00 -
- - --
0.00 ---
--- --- 0.393
0.39
5.10
60,048
99.10 ---
--- --- -
0.00 -
- - 0.398
0.40
5.20
61,834
99.20 -
- - ---
0.00 -
- - 0.403
0.40
5.30
63,620
99.30 -
- - -
0.00 -
--- --- 0.40B
0.41
5.40
65,406
99.40 --
- - -
0.00 -
- - 0.413
0.41
5.50
67,192
99.50 -
- - ---
0.00 -
- - 0.419
0.42
5.60
68,978
99.60 --
-- --- -
0.00 -
-- -- 0.424
0.42
5.70
70,764
99.70 -
- - -
0.00 -
- - 0.429
0.43
5.80
72,550
99,80 --
-- - -
0.00 - -
_ --- 0.434
0.43
5.90
74,336
99.90 -
-- - - -
0.00 -
- - 0.440
0.44
6.00
76,123
100.00 -
- - ---
0.00 -
- - 0.445
0,45
6.10
78,139
100.10 -
-- - -
0.00 --
- - 0.450
0.45
6.20
60,156
100.20 ---
- -- -
0.00 -
- - 0.456
0.46
6.30
82,173
100.30 -
- - --
0.00 -
- - 0.461
0.46
6.40
64,190
100.40 --
--- - -
0.00 --
- - 0.467
0.47
6.50
86,207
100.50 -
- -- -
0.00 -
- - 0.472
0.47
6.60
88.224
100.60 -
- - ---
0,00 -
- - 0.478
0.48
6.70
90,241
100.70 -
-- -- -
0.00 ---
--- --- 0.483
0.48
6.80
92,258
100.80 --
- -
0.00 -
- - 0.489
0.49
6.90
94,275
100.90 -
- - --
1.64 -
-- - 0- 94
2.14
7.00
96,292
101.00 --
- - -
4.65 -
--- -- 0.500
5.15
7.10
98.549
101.10 --
- - -
8.54 -
0.506
9.05
7.20
100,807
10120 -
- - --
13.15 -
- - 0.511
13.67
7.30
103,065
101.30 -
--- - --
18.38 -
- --- 0,517
18.90
7.40
105,323
101.40 -
- - -
24.17 -
- - 0.523
24.69
7.50
107,581
101.50 -
- - --
30.45 -
- - 0.528
30.98
7.60
109,838
101.60 -
--- --- -
37.21 ---
--- -- 0.534
37.74
7,70
112,096
101.70 ---
- -- -
44.40 -
- - 0.540
44.94
7.80
114,354
101.80 -
- - --
52.00 -
- - 0.545
52.54
7.90
116,612
101.90 -
- - --
59.99 -
- - 0.551
60.54
8.00
118,870
102.00 -
--- - -
68.36 -
-- - 0.557
68.91
8,10
121,378
102.10 ---
- - -
77.08 -
- - 0.563
77.64
8.20
123,887
102.20 ---
- - --
86.14 -
- - 0.569
86.71
8.30
126,396
102.30 -
- - ---
95,53
0.575
96.10
8.40
128,905
102.40 -
- --- -
10524 ---
- - 0.581
105.82
8.50
131,413
102.50 ---
- - -
115.26 -
-- - 0.587
115.85
8.60
133,922
102.60 -
--- --- --
125.58 -
- --- 0.593
126.17
8.70
136,431
102.70 ---
--- --- -
136.18 -
- - 0.5%
136.78
8.80
138,940
10280 --
- - -
147.08 -
- - 0.604
147.68
8.90
141,448
102.90 -
- - ---
158.25 -
- - 0.610
158.86
9.00
143,957
103.00 -
--- --- --
... End
rBY:
ECEIVED
JUL 1 6 2006

Hydrograph Plot
Hydraflow Hydrographs by Intelisotve Wednesday, Apr 26 2006. 5:49 PM
Hyd. No. 3
2YR-100YR ROUTING
Hydrograph type = Reservoir Peak discharge = 0.49 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 100.85 ft
Reservoir name = WQP#1 Max. Storage = 93,217 cult
Storage Indication mettsod used. Hydrograph volume = 60.469 cuts
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
2YR-100YR ROUTING
Hyd. No. 3 -- 25 Yr
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 5 10 15 19 24 29 34 39 44 48
Hyd No. 3 --- Hyd No. 2 Time (hrs)
JULr= —'VED
1 6 2006
rY:

Hydrograph Report
Hydrafiow Hydrographs by Inteli, o Wednesday, Apr 26 2006, 5:36 PM
Hyd. No. 3
2YR-100YR ROUTING
Hydrograph type = Reservoir Peak discharge = 4.17 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 2 Reservoir name = WQP#1
Max. Elevation = 101.07 ft Max. Storage = 97,817 tuft
Storage Indication method used. Outflow hydrograph volume = 95j 6B cult
Hydrograph Discharge Table (Prkftd' -1%or4p. PfirAk*ww=5)
Time Inflow Elevation Clv A CIv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
365
0.35
94.21
--- - --- ----- -- ----- ----- ---- ---- 0.042
0.04
370
0.36
94.22
--- ---- ---- -- -- -- -- --- 0.044
0.04
375
0.37
94.23
- ----- ---- -- - ---- --- --- ----- 0.047
0.05
380
0.38
94.24
----- _---- ----- ----- ----- -_-- ----- ----- 0.049
0.05
385
0.39
94.26
----- ----- ----- ----- ---- ---- ---- ----- 0.052
0.05
390
0.40
94.27
----- ----- ----- ---_. ____ ___ __-_ -_ 0.055
0.05
395
0.42
94.28
- --- --- ---- --- -- --- --- 0.057
0.06
400
0.43
94.30
----- ---- ---- -- --- - ---- ---- -- 0.060
0.06
405
0.44
94.31
----- --- ----- ----- ----- ----- ----- ---- 0.063
0.06
410
0.45
94.33
----- ----- ----- ----- ----- ----- ----- ----- 0.066
0.07
415
0.46
94.34
----- ----- ----- ----- ----- ----- ---- ----- 0.069
0.07
420
0.47
94.36
----- _---- ----- ----- ---- -_-- ----- --- 0.072
0.07
425
0.48
94.37
----- ----- ----- ---- -- ----- ----- ---- 0.075
0.08
430
0.50
94.39
-- ---- -- -- --- -- -- --- 0.078
0.08
435
0.51
94.40
--- ----- ----- -- ---- ----- ----- ---- 0.082
0.08
440
0.52
94.42
----- --- ----- ----- ----- ----- ----- ----- 0.085
0.08
445
0.53
94.44
----- -- ----- ----- ---- ---- ----- ----- 0.088
0.09
450
0.54
94.46
----- ----- ----- ---- ----- ----- ----- ---- 0.092
0.09
455
0.56
94.47
----- ----- ----- ----- ----- ---- _---- ----- 0.095
0.10
460
0.57
94,49
---- -- ---- ---- ----- --- - --- --- 0.099
0.10
465
0.58
94.51
-- -- -- --- --- -- -- - 0.102
0.10
470
0.59
94.53
- --- ----- ----- ----- ----- ----- ----- ----- 0.106
0,11
475
0.60
94.55
----- ----- ----- --- ---- ----- ----- ----- 0.110
0.11
480
0.61
94,56
0.114
0.11
485
0.63
94.58
----- --- ----- ---- ----- - -- ---- ---- 0.118
0.12
490
0.64
94.60
---- ----- --- - --- ----- ---- ---- ----- 0.122
0.12
495
0.66
94.62
- -- ---- -- --- -- -- - -- 0.126
0.13
500
0.68
94.64
0.130
0.13
505
0.71
94.67
----- ----- ----- ----- ----- ----_ --_-- ----- 0.134
0.13
510
0.74
94.69
0.139
0.14
515
0.78
94.71
----- -- ----- ----- -- ---- ---- --- 0.144
0.14
520
0.81
94.74
----- ---- ----- ----- ----- ---- ---- ----- 0.149
0.15
525
0.84
94.76
----- --- --- -- ---- -- ---- ---- 0.154
0.15
530
0.88
94.79
----- _-_-- ----- ----- ----- ---- -_--- ----- 0,159
0.16
535
0.92
94.82
---- ----- ----- ---_ __-_ ___ ___-- ----- 0.165
0.16
540
0.95
94.85
----- ----_ --_ ----- ----- ---- ----- ----- 0.171
0.17
545
0.99
94.88
-- -- ---- -- ----- ---- ---- -- 0.177
0.18
550
1.02
94.91
--- -- ----- ---- --- --- --- --- 0,183
0.18
RECEIVED antinues an next page...
JUL 1 6 2006
BY:

ZY'R' 100YR,ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A CIv B CIv C CIv D Wr A Wr B
Wr C Wr D
Exf l
Outflow
(min)
cfs
ft
cfs cfs cfs cfs cis cfs
cfs cfs
cfs
cfs
555
1.05
94.94
---- ----- ----- ----- _---- -_---
---- -----
0.190
0.19
560
1.07
94.98
0.197
0.20
565
1.09
95.01
-- --- ---- ---- -- --
- --
0.202
0.20
570
1.10
95.04
----- ----- ----- ----- ----- -----
--- - -----
0.203
0.20
575
1.12
95.06
---- ----- ---_- ----- ----- -----
----- -----
0.204
0.20
580
1.13
95.09
----- ---- ----- ----- ---- -----
---- -----
0.206
0.21
585
1.16
95.12
---- ---- ----- ----- -----
---- -----
0.207
0.21
590
1.19
95.15
---- ----- ----- -- ----- -----
----- -----
0208
0.21
595
1.24
95.18
-- - --- -- -- ---
-- ----
0.209
0.21
600
1.29
95.22
----- ----- --- - ----- ----- -----
----- -----
0.211
0.21
605
1.35
95.25
0.212
0.21
610
1.42
95.29
--- ---- ---- ---- --- ----
_-- ----
0.214
0.21
615
1.48
95.33
---- ---- ----- ----- ----- -----
----- ----
0.216
0.22
620
1.56
95.37
--- ----- ---- --- ----- -----
----- ----
0.217
0.22
625
1.64
95.41
-- -- -- --- -- --
- ----
0.219
0.22
630
1.73
95.46
----- ----- ----- ----- ----- -----
----- -----
0.221
0.22
635
1.82
95.50
----- ----- ----- ----- ----- -----
----- -----
0.223
0.22
640
1.92
95.55
---- ----- ----- ----- --- -----
---- -----
0.225
0.23
645
2.03
95.61
-- ----- -- ----- ----- ----
---- --
0.228
0.23
650
2.16
95.67
---- ---- ---- -- ---- -----
----- -----
0.230
0.23
655
2.29
95.73
--- - -- - - -
- ---
0.233
0.23
660
2.44
95.80
----- ----- ----- ----- ----- -----
----- ----_
0.236
0.24
665
2.60
95.87
----- --- ---- ---- ---- --
-- ----
0.239
0.24
670
2.78
95.94
----- -----
_____
0.242
0.24
675
3.00
96.02
--- -- -- - -- ---
- ----
0.245
0.25
680
3.28
96.10
--- ---- ----- --- ----- --
---- ---
0.249
0.25
685
3.59
96.18
----- ---- ---- ---- --- ----
---- -----
0.253
0.25
690
3.94
96.27
----- _---- ----- ----- ---- -----
----- ----
0.257
0.26
695
4.49
96.37
----- ----- ----- ----- ----- -----
----- -----
0.262
0.26
700
5.93
96.50
----- --__ ----- ----- ---- -----
---- -----
0.268
0.27
705
9.12
96.68
--- - -- -- --- --
-- ---
0.276
0.28
710
14.85
96.98
-- ---- ---- --- ----- ---
--- --
0.290
0.29
715
24.25
97.40
----- ---- -- ---- --- ----
---- -----
0.310
0.31
720
35.55
98.05
----- ----- --- ----- ----- -_---
---- -----
0.340
0.34
725
42.30
98.80
0.377
0.38
730
39.87
99.52
--- ----- ----- --- --- -----
---- -----
0.414
0.41
735
31.06
100.10
---- -- --- ----- --
-- -----
0.445
0.44
740
22.10
100.49
---- ---- ----- --- ---- ----
--- --
0.466
0.47
745
14.19
100.75
-- ---- ----- - -- -----
----- -
0.480
0.48
750
8.61
100.91
----- _---- •---- ----- 0.09 -----
----- -----
0.489
0.57
755
6.45
100.99
----- _---- --- ----- 1.54 -----
---- ----
0.494
2.03
760
5.60
101.04
----- ----- ----- ---- 2.79 ----_
----- -----
0.496
3.29
765
4.90
101.06
----- ----- ----- ----- 3.42 -----
----- -----
0.498
3.92
770
4.39
101.07
--- -- --- ---- 3.65 ----
---- -----
0.498
4.15
775
4.01
101.07
-- -- ---- ---- 3.66 --
--- ----
0.498
4.16
780
3.73.
101.06
----- ----- ----- ---- 3.56 -----
----- -----
0.498
4.06
785
3.50
101.06
---- ----- ---- _---- 3.41 -----
--- -----
0.498
3.91
790
3.30
101.05
----- ----- -- --- 3.24 -----
----- -----
0.497
3.74
795
3.12
101.05
- -- ---- ----- -- 3.06 -----
----- ----
0.497
3.56
800
2.96
101.04
----- ----- ----- ---- 2.89 -----
---- -----
0.497
3.39
805
2.83
101.04
--- -- - ---- 2.73 ---
- -
0.496
3.22
"_EC
EIvED Continues on next page...
JUL x 6 2006
BY:

2Y9-100YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B Clv C Clv D Wr A
Wr B Wr C Wr D
Exfil
Outflow
(min)
Cfs
ft
cfs cfs cfs Cfs cfs
cfs cfs cfs
Cfs
Cfs
810
2.70
101.03
--- --- ---- ----- 2.58
----- ----- -----
0.496
3.07
815
2.59
101.03
----- ---- --- ----- 2.43
--- ----- -----
0.496
2.93
820
2.48
.101.02
-- ----- ----- --- 2.30
-- -- -
0.495
2.80
825
2.37
101.02
----- ----- ----- ----- 2.18
----- ----- -- --
0.495
2.67
830
2.28
101.01
----- ----_ --- ----- 2.06
---- ----
0.495
2.56
835
2.19
101.01
----- ----- ----- 1.95
----- ----- ----
0.495
2.45
840
2.10
101.01
----- -- -- ----- 1.85
--- ----- -
0.495
2.35
845
2.02
101.00
----- ---- ---- ---- 1.76
--- - -
0.494
2.25
850
1.95
101.00
--- ----- ---- -- 1.67
----- ---- ----
0.494
2.16
855
1.88
101.00
----- ---- --- ----- 1.61
---- ----- -----
0.494
2.10
860
1.83
100.99
---- ----- ----- ----- 1.55
----- ----- -----
0.494
2.05
865
1.79
100.99
---- ----- ----- ----- 1.50
----- ----- -----
0.494
.2.00
870
1.76
100.99
- --- ---- --- ----- 1.45
-- --
0.494
1.95
875
1.73
100.99
---- ---- ---- ---- 1.41
-- -- --- --
0.493
1.90
880
1.70
100.98
--- ---- --- -- 1.37
---- ----- -----
0.493
1.86
885
1.67
100.98
----- ----- ----- ----- 1.33
----- ----- -----
0.493
1.82
890
1.64
100.9$
----- ----- ----- -__- 1.29
----- ----- -----
0.493
1.79
895
1.61
100.9$
---- ----- ----- 1.26
--
----- ----- -----
0.493
1.75
900
1.58
100.97
----- --- ---- --- 1.22
--- ---- ----
0.493
1.72
905
1.55
100.97
--- --- --- --- 1.19
----- ----- -----
0.493
1.68
910
1.53
100.97
-- -- -- ---- 1.16
- - ---
0.493
1.65
915
1.50
100.97
----- ----- ---- -- -- 1.13
----- ----- -----
0.492
1.62
920
1.47
100.97
----- ----- ----- ----- 1.10
----- -----
0.492
1.59
925
1.44
100.97
--- ---- ----- ----- 1.07
-- ----- --- -
0.492
1.56
930
1.41
100.96
--- ----- ----- ---- 1.04
----- ----- ----_
0.492
1.53
935
1.38
100.96
--- -- - - 1.01
-- --- ----
0.492
1.50
940
1.35
100.96
--- ---- ---- ----- 0.98
- ---- --
0.492
1.47
945
1.32
100.96
----- ----- ----- 0.95
----- ----- -----
0.492
1.44
950
1.30
100.96
--- ----- --- ----- 0.92
---- --
0.492
1.41
955
1.27
100.95
---- ---- ----- ----- 0.89
----- ----- -----
0.492
1.38
960
1.24
100.95
---- -- --- ---- 0.86
----- -- -----
0.492
1.36
965
1.21
100.95
- ---- -- ----- 0.84
-- -- -
0.491
1.33
970
1.18
100.95
----- ---- --- --- 0.81
---- ---- -----
0.491
1.30
975
1.16
100.95
----- ----- ----- ---- 0.78
----- ---- -----
0.491
1.27
980
1.14
100.95
----- ---- --- ----- 0.75
--- ----- ----
0.491
1.24
985
1.13
100.94
0.73
---- ---- ----
0.491
122
990
1.12
100.94
---- ---- ----- -- 0.71
---- ----- -----
0.491
1.20
995
1.10
100.94
----- -- --- ----- 0•69
---- -- -----
0.491
1.18
1000
1.09
100.94
-- -- -- ----- 0.67
- ---- -
0.491
0.491
1.16
1.15
1005
1.08
100.94
----- ----- ----- ---- 0.66
0.64
----- ----- -----
----- ---- -----
0.491
1.13
1010
1.07
100.94
----- ----- ----- -----
0.63
----- ----- -----
0.491
1.12
1015
1.06
100.94
----- ---- --- -----
0.61
-- ---- ---
0.491
1.10
1020
1.05
100.94
--- ---- ---- -----
0.60
----- ----- -
0.491
1.09
1025
1.04
100.94
----- ---- ----- ----
0.59
- -- -----
0.491
1.08
1030
1.03
100.94
----- ---- ----- --
0.58
----- ----- -----
0.491
1.07
1035
1.02
100.94
----- ----- ----- -----
0.57
----- ~--- -----
0.491
1.06
1040
1.01
100.93
----- ----- ----- ----
0.56
----- ---- -----
0.491
1.05
1045
1.00
100.93
----- ----- ---- -----
0•55
-- ---- ----
0.491
1.04
1050
0.99
100.93
--- ---- ---- -----
0.53
----- ----- -----
0.490
1.03
1055
0.98
100.93
--- ----- ---- ----
0.52
- --- ---
0.490
1.01
1060
0.97
100.93
---- --- ---- --
RECEIVE ntinues on next page...
JUL 1 6 Z006
Y:

2Y.R'100YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Civ B Clv C CIv D Wr A
Wr B
Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs cfs cfs cfs Cfs
cfs
cfs cfs cfs
cfs
1065
0.96
100.93
--- --_-- ---_ ____ 0,51
-----
----- ---- 0.490
1.00
1070
0,95
100.93
--- -- ----- -- 0.50
--
---- ----- 0.490
0.99
1075
0.94
100.93
--- --_ ---- ---- 0.49
----
---- --- 0.490
0.98
1080
0.93
100.93
----- ----- ----- ----- 0.48
-----
----- ----- 0.490
0.97
1085
0.92
100.93 .
----- ----- ----- ---- 0.47
-----
----- ----- 0.490
0.96
1090
0.91
100.93
--- ---- ----- ---- 0.46
-----
----- ----- 0,490
0.95
1095
0.90
100.93
----- ----- ---_ ---- 0.45
----
----- - 0.490
0.94
1100
0.89
100.93
- ---- ---- ---- 0.44
-----
--- --- 0.490
0.490
0.93
0.92
1105
0.88
100.93
-- -- ---- ---- 0.43
0.42
--
-----
- -----
----- ----- 0.490
0.91
1110
0.87
100.93
----- ----- ----- -----
0.41
-----
--- ---_ 0.490
0.90
1115
0.86
100.92
---- ---- ----- ----
0.40
-----
----- ----- 0.490
0.89
1120
0.85
100.92
----- ----- ----- -----
0.39
-----
----- --- 0.490
0.88
1125
0.84
100.92
---- -- ---- ----
0.38
--
--- ---- 0.490
0.87
1130
0.83
100.92
--- -- ----- ----
0.37
-- -
-' --- 0.490
0.86
1135
0.82
100.92
--- ---- ---- ---
---- 0.36
-----
----- ---- 0.490
0.85
1140
0.81
100.92
----- ----- -----
0.35
-----
---- ----- 0.490
0.84
1145
0.80
100.92
---- ----_ ----- -----
0.34
-----
----- ----- 0.490
0.83
1150
0.79
100.92
----- ----- ----- ----
0.33
-----
----- ---- 0.490
0.82
1155
0.78
100.92
--- --- ----- ----
0.32
--
-- ---- 0.490
0.81
1160
0.76
100.92
---- ---- --- ----
0.31
----
- - --- 0.490
0.80
1165
0.75
100.92
-- ----- -- --
0.30
-----
----- ----- 0.490
0.79
1170
0.74
100.92
---- ----- ----- -----
0.29
-----
---- ----- 0.490
0.78
1175
0.73
100.92
----- ----- ----- -----
0.28
-----
----- ----- 0.490
0.77
1180
0.72
100.92
----- ----- _---- ----
0.27
----
--- ----- 0.490
0.76
1185
0.71
100.92
---- ---- _- ----
0.26
---
----- --- 0.490
0.74
1190
0.70
100-92
-- -- --- ----
0.25
-----
---- ---- 0.490
0.73
1195
0.69
100.91
-- -- ---- --
0.23
-----
----- ----- 0.489
0.72
1200
0.68
100.91
----- ----- ----- -----
0.22
-----
----- ----- 0.489
0.71
1205
0.67
100.91
----- ----- ----- ---
0.21
-----
----- --- 0.489
0.70
1210
0.66
100.91
--- ---- ----- --
0.20
---
-- ----- 0.489
0.69
1215
0.66
100.91
---- ---- ---- ----
0.20
----
-- ----- 0.489
0.68
1220
0.65
100.91
----- ----- -- ----
0.19
----
---- -- 0.489
0.68
1225
0.65
100.91
-- --- -- ----
0.18
-----
--- ----- 0.489
0.67
1230
0.64
100.91
----- ----- --- ----_
0.17
-----
----- ----- 0.489
0.66
1235
0.64
100.91
----- ---__ ___-- ----
0.17
-----
----- ---- 0.489
0.66
1240
0.64
100.91
---- ---- -_-- --
0.16
----
-- ----- 0.489
0.65
1245
0.64
100.91
---- ----- --- -----
0.16
-----
----- ---- 0.489
0.65
1250
0.63
100.91
---- ---_ _� ____
0.16
-----
----- -- 0.489
0.65
1255
0.63
100.91
--- -- ----- --
0.15
-----
---- ----- 0,489
0.64
1260
0.63
100.91
---- ----- ----- ----
0.15
-----
----- ----- 0.489
0.64
1265
0.63
100.91
----- ----- ----- _----
0.15
-----
----_ ---- 0.489
0.64
1270
0.63
100.91
----- ----- ---- -----
0.15
-----
----- ---- 0.489
0.63
1275
0.62
100.91
---- ---- ----- ----
0.14
--
--- --- 0.489
0.63
1280
0.62
100.91
---- --- ----- ----
0.14
----
-- ----- 0.489
0.63
1285
0.62
100.91
----- ----- -- ----
0.14
----
----- ---- 0.489
0.63
1290
0.62
100.91
----- ----- ----- ----
0.14
-----
----- ----- 0,489
0.62
1295
0.62
100.91
----- ----- ----- -----
0.13
_----
----- ----- 0.489
0.62
1300
0,61
100.91
--_ __�_ _____ _.-_
0.13
----
---- ----- 0.489
0.62
1305
1310
0.61
0.61
100.91
100.91
---- ---- ---- ---
---- -- ----- -- 0.13
----
----- -- 0.489
0.62
1315
0.61
100.91
-- --- -- --- 0.13
----
----- ---- 0.489
0.62
RECEIVED Continues on next page...
JUL 16 zom
BY:

2YR 100YR,RbUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B Clv C
Clv D Wr A
Wr B
Wr C Wr D Exfil
Outflow
(min)
cfs
ft
Cfs cfs Cfs
Cfs Cfs
Cfs
Cfs Cfs Cfs
cfs
1320
0.61
100.91
----- ----- ----
_-- 0.12
-----
---- --- 0.489
0.61
1325
0.60
100.91
---- ----- -----
---- 0.12
----
----- ----- 0.489
0.61
1330
0.60
100.91
- -- ----
----- 0.12
-
--- ---- 0.489
0.489
0.61
0.61
1335
0.60
100.91
----- -----
_---- 0.12
0.12
-----
-----
----- ----
----- ----- 0.489
0.61
1340
0.60
100.91
---- ---- ---
-----
Q.11
-----
----' ---- 0.489
0.60
1345
0.60
100.91
---- ----- -----
---
�_ 0.11
----
----- ---- 0.489
0.60
1350
0.59
100.91
----- ---- ___
Q.11
---
- -- 0.489
0.60
1355
0.59
100.91
-- --- ___
-----
0.11
-----
--- --- 0.489
0.60
1360
0.59
100.91
----- ---- --
----
0.11
-----
----- ----- 0.489
0.60
1365
0.59
100.91
-----
----- -----
----
----- 0.10
-----
----- ----- 0.489
0.59
1370
0.58
100.91
----- _--- ----
0.10
-----
---' --- - 0.489
0.59
1375
0.58
100.91
-- --- --
-----
0.10
----
----- ---- 0.489
0.59
1380
0.58
100.91
-- ---- ---_
---
0.10
--
----- ----- 0.489
0.59
1385
0.58
100.91
-- ---- -----
-_---
0.10
---
-' -- 0.489
0.59
1390
0.58
100.91
- - -- ----
-----
- 0.09
-----
----- 0A89
0.58
1395
0.57
100.91
----- ----- -----
---
0.09
-----
----- ----- 0.489
0.58
1400
0.57
100.91
---- ----- _--_
-----
0.09
-----
----- ----- 0.489
0.58
1405
0.57
100.91
----- ---- ----
-----
--- 0.09
---
----- --- 0.489
0.58
1410
0.57
100.91
--- ----- -----
0.09
--
-- -- 0.489
0.57
1415
0.57
100.91
--- -- ---
-----
0.08
-----
---- ---- 0.489
0.57
1420
0.56
100.91
----- ---- --
--
0.08
-----
----- ----- 0.489
0.57
1425
0.56
100.91
---- ----- -----
-----
0.08
-----
----- ----- 0.489
0.57
1430
0.56
100.90
----- ----- -----
-----
0.08
-----
---- ----- 0.489
0.57
1435
0.56
100.90
----- ----- ----
-----
0.08
----
--- -- 0.489
0.56
1440
0.56
100.90
---- -- ---
----
- 0.07
----
----- ----- 0.489
0.56
1445
0.52
100.90
----- ----- ----
0_05
--
-- ----- 0.489
0.54
1450
0.44
100.90
- --- -----
----
0.02
-----
----- ----- 0.489
0.50
1455
0.30
100.90
----- ----- -----
-----
----- ----- 0.489
0.49
1460
0.18
100.90
----- ----- -----
----- ----
-----
_-_-- ----- 0.488
0.49
1465
0.09
100.89
--- -----
----- ----_
____
---- -- 0.488
0.49
1470
0.03
100.89
----- ----- --
---- -----
-----
- 0.488
0.49
1475
0.00
100.88
-- ----- 0.487
0.49
1480
0.00
100.87
-- ---- -----
- ---- ----
--
--- -- - -- 0.487
0.49
1485
0.00
100.86
----- -----
----- -----
-----
__-- ----- 0.486
0.49
1490
0.00
100.86
----- --- -----
---- -----
-__
----- --- - 0.486
0.49
1495
0.00
100.85
_--- __ __ _
_____ ^_
-----
--- ---- 0.486
0.49
1500
0.00
100.84
----- ---- ----
----- -----
----
----- - 0.485
0.49
1505
0.00
100.83
--- -- ----
---- ---
-----
----
----- -- 0.485
0.48
1510
0.00
100.83
---- -- --
-- ----
----- ----- 0.484
0.48
1515
0.00
100.82
---- ----- ___
_-_- -----
-----
----- ----- 0.484
0.48
1520
0.00
100.81
---- -----
----- -----
-----
-----
----- --- 0.484
0.48
1525
0.00
100.81
----- -_-- ---
---- -----
--- ----- 0.483
0.48
1530
0.00
100.80
----- ----- -----
----- ----
----
---- ----- 0.483
0.48
1535
0.00
100.79
---- --- -----
_---- -----
---
----- --- 0.482
0.48
1540
0.00
100.78
----- --- ----
---- ----
-----
----- ----- 0.482
0.48
1545
0.00
100.78
----- ----- _----
--_-- ----
-----
---- ---- 0.482
0.48
1550
0.00
100.77
---- --_-- -----
----- -----
-----
----- ----- 0.481
0.48
1555
0.00
100.76
--- ---- -----
---- ----
-----
----- ---- 0.481
0.48
1560
0.00
100.76
----- ----- -
--- --
----
--- ----- 0.480
0.48
1565
0.00
100.75
--- ---- -----
-- -- -
--
----
-- ----- 0.480
0.48
1570
0.00
100.74
-- ---- -----
----- ----
RECEIVED Continues on next page...
JUL 1 6 2006
BY.

n'9-100YWROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A CIv B CIv C CIv D Wr A Wr B Wr C
Wr D Exfil
Outflow
(min)
cfs
ft
Cfs Cfs cfs Cfs Cfs Cfs Cfs
Cfs Cfs
Cfs
1575
0.00
100.73
---- ----- ----- ---- -- _--- --
- 0.480
0.48
1580
0.00
100.73
-- -- -- ----- ---- ----- ---
---- 0.479
0.48
1585
0.00
100.72
--- --- -- --- ----- -- -----
~--- 0.479
0.48
1590
0.00
100.71
---- ----- ----- ----- _---- ----- -----
---- 0.478
0.48
1595
0.00
100.71
----- ----- ----- ----- ----- -----
----- 0.478
0.48
1600
0.00
100.70
----- ----- -- ----- --_-- ----- -----
- --- 0.478
0.48
1605
0.00
100.69
---- ---- ----- ---- ---- ~--- -
--- 0.477
0.48
1610
0.00
100.68
---- --- --- ---~ ----- ----- ----_
----
~--_ 0.477
---- 0.477
0.48
0.48
1615
0.00
100.68
----- --- -- -- ---- -
----
----- 0.476
0.48
1620
0.00
100.67
----- ----- ----- ----- ----- -----
-_-__ 0.476
0.48
1625
0.00
100.66
---- ---_ _ -_ _____ ___ ~~_ �__
-----
----- 0.475
0.48
1630
0.00
100.66
----- ----- ----- ---- ----- ----
-----
--~ 0.475
0.48
1635
0.00
100.65
---- --- ---- --- ---- -----
----
---- 0.475
0.47
1640
0.00
100.64
---- -- -- ---- ---- -
---- 0.474
0.47
1645
0.00
100.64
--- --- --- - -- -- --
-----
----- 0.474
0.47
1650
0.00
100.63
----- ----- ----- ----- ----- ----
-----
----- 0.473
0.47
1655
0.00
100.62
----- ----- ----- ---- ----- ----
----- 0.473
0.47
1660
0.00
100.61
----- ----- ----- --- ---- ---- -----
----- 0.473
0.47
1665
0.00
100.61
--- --- -- ----- ----- ---- -----
----
----- 0.472
0.47
1670
0.00
100.60
---- ---- -- -- --- --
--
-- 0.472
0.47
1675
0.00
10159
--- ---- ----- -- -- ---
-----
0.472
0.47
1680
0.00
100.59
---- ----- ---- ----- ----- -----
~__
_� 0.471
0.47
1685
0.00
100.58
----- ----- --- -- __.__ _~_
---
---- 0A71
0.47
1690
0.00
100.57
----- ----- ----- ----- ----
-
----- 0.470
0.47
1695
0.00
100.56
----- ----- ---- - ---- _--
---
- 0.470
0.47
1700
0.00
100.56
--- ---- ---- ----- ---- -----
-----
---- 0.470
0.47
1705
0.00
100.55
-- -- --- ----- ---- ---
----
-- 0.469
0.47
1710
0.00
100.54
----- ----- ----- --- --- --~_
-----
_---- 0.469
0.47
1715
0.00
100.54
---- ----- ----- ~--- -----
-----
----- 0.469
0.47
1720
0.00
100.53
----- ----- ----- ----- ----- -----
-_
--- 0.468
0.47
1725
0.00
100.52
----- ---- --- --- _-_ -----
-----
-- 0-468
0.47
1730
0.00
100.52
_- ---- --- ----- ---- -----
----
---- 0•467
0.47
1735
0.00
100.51
---- -- ---- -- ---- ---
-----
----- 0.467
0.47
1740
0.00
100.50
---- ---- ----- ---- -_-- ----
-----
----- 0.467
0.47
1745
0.00
100.50
----- ----- ---- _---- ----- -----
-----
~--- 0.466
0.47
1750
0.00
100.49
-- ---- ----- -~-- ~--- -----
--
--~- 0.466
0.47
1755
0.00
100.48
--- ---- -- -- -- -~
-----
- 0.465
0.47
1760
0.00
100.47
-- ---- --- ---- - -----
---~ 0.465
0.47
1765
0.00
100.47
-- --- ---- ---- ---- ----- ---
-----
----- 0.465
0.46
1770
0.00
100.46
----- ----- ----- ----- ----- -----
___
__� 0.464
0.46
1775
0.00
100.45
----- ----- -- --- --- ---_
-----
--- 0.464
0.46
1780
0.00
100.45
----- ----- ----- ---- ----- --~-
-----
- 0.464
0.46
1785
0.00
100.44
--- - ---- ----- ----- ---
----- 0.463
0.46
1790
0.00
100.43
----- ----- ---- ---- ---- --- --
--
- 0.463
0.46
1795
0.00
100.43
--- --- -- -- -- --
----- 0.462
0.46
1800
0.00
100.42
----- _---- __--- ----_ ----- --- -----
--~- 0.462
0.46
1805
0.00
100.41
----- ----- ----- ~-- ---- ---_ ---
--__
_-- 0.462
0.46
1810
0.00
100.41
----- ----- ---- ~--- ----- -----
0.461
0.46
1815
0.00
100.40
--- -----
----- 0.461
0.46
1820
0.00
100.39
--- -- ---- ----- ---- -- ---
---
-- 0.461
0.46
1825
0.00
100.38
---- ----- -- --- -- --
RECEIVED
Continues on next page...
.JUL 1 6 Z006
r'�T.

2Y}3-100YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B Clv C Clv D Wr A Wr B Wr C
Wr D Exfil
Outflow
(rain)
cfs
ft
cfs cfs cfs cfs cfs cfs Cfs
cfs cfs
cfs
1830
0.00
100.38
-- --- ----- ---- --- ----- -- --
-- 0.460
0.46
1835
0.00
100.37
-- - ---- ---- ---- - ----
----- 0,460
0.46
1840
0.00
100.36
---- -- -- -- ----- ---- --
-- - 0.459
0.46
1845
0,00
100.36
----- ----- ----- ----- ----- ----- -----
0.459
0.46
1850
0.00
100.35
----- ---- ----- ----- ----- ----- -----
----- 0.459
0.46
1855
0.00
100.34
----- ----- ----- ----- ----- ----- -----
----- 0.458
0.46
1860
0.00
100.34
-- ----- ----- -- -- ---- __---
-- _ 0.458
0.46
1865
0.00
100.33
---- -- ---- ---- --- -- ----
---- 0.458
0.46
1870
0.00
100.32
,
----
-----
0.457
----- 0,457
0.46
0.46
1875
0.00
100.32
----- ---- ----- ----- ---- -----
__�
----- 0.456
0.46
1880
0.00
100.31
----- -- ---- ----- ----_ _____
--
---- 0.456
0.46
1885
0.00
100.30
----- ----- _--_ --- ----- -----
~---
----- 0.456
0.46
1890
0.00
100.30
-- ---- ---- ---- ---- ---
-- -
----- 0.455
0.46
1895
0.00
100.29
---- - --- ---- --- --
---
- 0.455
0.46
1900
0.00
100.28
---- ----- ---- - --- -----
-----
----- 0.455
0.45
1905
0.00
100.28
----- --- ----- ----- ----- -----
----- 0.454
0.45
1910
0.00
100.27
----- ---- --- ----- ----- ----- ---
----
-- 0.454
0.45
1915
0.00
100.26
----- ----- ----- -- ----- -----
-----
----- 0.454
0.45
1920
0.00
100.26
---- - ---- ---- --- -
-- 0.453
0.45
1925
0.00
100.25
--- ---- --- -- --- ----- -
-----
- - 0.453
0.45
1930
0.00
100.24
- ----- ----- ---- -- ----
----
----- 0.452
0.45
1935
0.00
100.24
----- ---- ----- ----- ----- ----
-----
--- 0.452
0.45
1940
0.00
100.23
----- ----- ----- --- ----- -----
___
-�_ 0,452
0.45
1945
0.00
100.22
---- ----- ----- ---- _-__ ____
--
-- 0.451
0.45
1950
0.00
100.22
---- ----- ---- -- ---- -
----
--- 0.451
0.45
1955
0.00
100.21
- ---- ---- --- -- --- -
-----
--- 0.451
0.45
1960
0.00
100.20
----- -- -- - --- -
----- 0.450
0.45
1965
0.00
100.20
----- ----- ----- ----- ----- ----- -----
-----
----- 0.450
0.45
1970
0.00
100.19
----- ----- -___ _� _� - __-�
__---
----- 0.450
0.45
1975
0.00
100.18
----- ----- ----- _ --- ____ -_--
---- 0.449
0.45
1980
0.00
100.18
---- -- -- ----- ----- ----- --
--
r 0•449
0.45
1985
0.00
100.17
----- --- --- -- -- --
-----
- ---- 0.448
0.45
1990
0.00
100.16
-- ----- ----- --- --- ---
-----
---- 0.448
0.45
1995
0.00
100.16
----- ----- ----- --- ----- -----
_____
-_--- 0.448
0.45
2000
0.00
100.15
--- ----- ----- --- ---- ---__
_---
----- 0.447
0.45
2005
0.00
100.14
--- ---- ----- ----- ----- -
--
- 0.447
0.45
2010
0.00
100.14
----- ---- -- ----- ---- -----
----
-" 0.447
0.45
2015
0.00
100.13
---- --- ----- - --- ---
-----
----- 0.446
0.45
2020
0.00
100.12
----- ---- ---- -- --- ----
-- --
----- 0.446
0.45
2025
0.00
100.12
---- ----- ----- ----- -----
-----
- 0.446
0.45
2030
0.00
100.11
----- ----- ----- ----- ----- -----
_____
0.445
0.45
2035
0.00
100.10
----- ----- ----- -- ---_ _____
-----
---- 0.445
0.44
2040
0.00
100.10
- --- ---- ---- -- -
-'
-- 0.444
0.44
2045
0.00
100.09
-- --- - --- -- ----
----
---- 0.444
0.44
2050
0.00
100.08
---- --- ----- --- -- -----
-----
----- 0.444
0.44
2055
0.00
100.08
----- ---- ---- -----
----
----- 0.443
0.44
2060
0.00
100.07
----- - -- ----- ---- -__ __--
-----
---- 0.443
0.44
2065
0.00
100.06
----- -_--- ----- ---- ----- -----
-----
----- 0.443
0.44
2070
0.00
100.06
----- ----- ----- -- --- -----
----
---- 0.442
0.44
2075
0.00
100.05
- --- ---- ---- ---- ----
-- 0.442
0.44
2080
0.00
100.04
--- --- - ---- ----- -- --
RECEIVED Continues on next page...
JUL 1 6 2006
BY:

2YR-100YF ROUTMG
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B Clv C Clv D Wr A Wr B Wr C
Wr D Exfil
Outflow
(min)
cfs
ft
cfs cfs cfs cfs cfs cfs cfs
cfs cfs
cfs
2085
0.00
100.04
-- --- _- ----- ---- --- -----
--- 0.442
0.44
2090
0.00
100.03
----- ----- --- --- ----- ---- -----
---- 0.441
0.44
2095
0.00
100.02
---- --- ----- ----- - ----- ----
----- 0.441
0.44
2100
0.00
100.02
----- ----- ---- ----- ----_ ----- -----
---- 0.440
0.44
2105
0.00
100.01
----- ----- ----- ----- ----- --- -----
----- 0.440
0.44
2110
0.00
100.00
----- ---- ----- ----- ----- ----- -----
----- 0.440
0.44
2115
0.00
100.00
-- - ---- ----- ----- ---- -----
---- 0.439
0.44
2120
0.00
99.99
----- --- ---- -- --- ----- ---
---- 0.439
0.44
2125
0.00
99.98
-- -- - -- - -- -
-- 0.439
0.44
2130
0.00
99.97
----- ----- ----- ----- ----- ----- -----
----- 0.438
0.44
2135
0,00
99.97
----- ----- ---- ----- ---- ----- ----
----- 0.438
0.44
2140
0.00
99.96
---- -- --- --- ---- ---- ----
--- 0.437
0.44
2145
0.00
99.95
-- ----- ---- ----- -- -- -----
---- 0.437
0.44
2150
0.00
99.94
---- ---- ----- -- ----- ---- ---
----- 0.437
0.44
2155
0.00
99.94
--- -- ---- -- --- --- -
--- 0.436
0.44
2160
0.00
99.93
---- ----- ---- ----- ----- ----- -----
---- 0.436
0.44
2165
0.00
99.92
----- ----- ----- ----- ----- ---- -----
----- 0.436
0.44
2170
0.00
99.92
----- ----- ----- ----- ----- ----- -----
----- 0.435
0.44
2175
0.00
99.91
---- ----- ----- ---- ----- ----- -----
----- 0.435
0.43
2180
0.00
99.90
--- -- ---- --- -- ---- -
---- 0.434
0.43
2185
0.00
99.89
-- ---- -- --- --- - ----
-- 0.434
0.43
2190
0.00
99.89
----- ----- ----- ----- ----- ---- -----
----- 0.434
0.43
2195
0.00
99.88
---- ----- ----- ---- --- ---- -----
----- 0.433
0.43
2200
0.00
99.87
----- ----- ----- --- ----- --- ----
----- 0.433
0.43
2205
0.00
99.86
-- - - - - ---- ----
-- 0.432
0.43
2210
0.00
99.86
- ---- --- ---- --- --- -----
----- 0.432
0.43
2215
0.00
99.85
---- ---- ----- - --- -- ----
----- 0.432
0.43
2220
0.00
99.84
---- --- - ---- ---- ---- - -----
----- 0.431
0.43
2225
0.00
99.84
0.431
0.43
2230
0.00
99.83
----- ----- ----- ----- ----- ----- -----
----- 0.431
0.43
2235
0.00
99.82
-- ---- -- ---- --- ----- -----
---- 0.430
0.43
2240
0.00
99.81
- ---- ---- ---- ---- - -- -----
--- 0.430
0.43
2245
0.00
99.81
---- ---- ---- - - --- -- --
---- 0.429
0.43
2250
0.00
99.80
----- --- ----- ----- ----- ----- -----
----- 0.429
0.43
2255
0.00
99.79
----- ----- --- _---- --- ---- -----
----- 0.429
0.43
2260
0.00
99.78
----- ----- ----- ----- ----- ---- -----
----- 0.428
0.43
2265
0.00
99.78
--- - -- - -- ---- ----
- 0.428
0.43
2270
0.00
99.77
---- - --- - - --- ---- ----- -----
--- 0.428
0.43
2275
0.00
99.76
- ----- ---- ----- ---- ---- ----
- 0.427
0.43
2280
0.00
99.76
0.427
0.43
2285
0.00
99.75
--- ----
0.426
0.43
2290
0.00
99.74
----- ----- ---- ----- ----- ----- -----
----- 0.426
0.43
2295
0.00
99.73
----- ---- ----- ----- ---- --- -----
----- 0.426
0.43
2300
0.00
99.73
---- --- ----- - ---- - -- -
- - 0.425
0.43
2305
0.00
99.72
- -- -- --- --- ---- ---
----- 0.425
0.42
2310
0.00
99.71
----- ----- ----- ----- ----- --- ----
---- 0.425
0.42
2315
0.00
99.71
----- ----- --- --- ---- ---- -----
----- 0.424
0.42
2320
0.00
99.70
----- ---- ---- ----- ----- ----- -----
----- 0.424
0.42
2325
0.00
99.69
---- ----- ----- ----- ---- ----- -----
--- 0.423
0.42
2330
0.00
99.68
----- ----- ---- ----- ---- -- --
----- 0.423
0.42
2335
0.00
99.68
- - - -- ---- --- ----
---- 0.423
0.42
7JU
CEIVED Continues on next page...
L 1 6 Z006
BY:

2YR-100YR'ROUTING
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2340
0.00
99.67
2345
0.00
99.66
2350
0.00
99.66
2355
0.00
99.65
2360
0.00
99.64
2365
0.00
99.64
2370
0.00
99.63
2375
0.00
99.62
2380
0.00
99.61
2385
0.00
99.61
2390
0.00
99.60
2395
0.00
99.59
2400
0.00
99.59
2405
0.00
99.58
2410
0.00
99.57
2415
0.00
99.56
2420
0.00
99.56
2425
0.00
99.55
2430
0.00
99.54
2435
0.00
99.54
2440
0.00
99.53
2445
0.00
99.52
2450
0.00
99.52
2455
0.00
99.51
2460
0.00
99.50
2465
0.00
99.50
2470
0.00
99.49
2475
0.00
99.48
2480
0.00
99.47
2485
0.00
99.47
2490
0.00
99.46
2495
0.00
99.45
2500
0.00
99.45
2505
0.00
99.44
2510
0.00
99.43
2515
0.00
99.43
2520
0.00
99.42
2525
0.00
99.41
2530
0.00
99.41
2535
0.00
99.40
2540
0.00
99.39
2545
0.00
99.38
2550 '
0.00
99.38
2555
0.00
99.37
2560
0.00
99.36
2565
0.00
99.36
2570
0.00
99.35
2575
0.00
99.34
2580
0.00
99.34
2585
0.00
99.33
2590
0.00
99.32
RECEIVED
JUL 1 6 2006
-Y:
----- ----- ---- ---- 0.422
0.42.
-- --- ----- ----- 0.422
0.42
-- - - --- 0.422
0.42
----- ----- ----- ----- 0.421
0.42
---- ----- ----- ----- 0.421
0.42
----- ----- ----- ----- 0.421
0.42
---- ---- ---- ---- 0.420
0.42
-- -- - --- 0.420
0.42
---- --- --- -- 0.419
0.42
----- ----- ----- ----- 0.419
0.42
---- ---- ---- --- 0.419
0.42
----- ----- ---- ---- 0.418
0.42
----- ---- ----- - --- 0.418
0.42
--- -- ----- ---- 0.418
0.42
-- - - -- 0.417
0.42
----- ----- ----- ----- 0.417
0.42
--- ----- ----- ----- 0.416
0.42
----- ----- ----- ----- 0.416
0.42
-- --- ---- ----- 0.416
0.42
-- - - - 0.415
0.42
----- ----- - -- --- 0.415
0.42
--- --- ----- ----- 0.415
0.41
0.414
0.41
----- ----- ----- ----- 0.414
0.41
--- ---- -- -- 0.414
0.41
---- -- ---- ---- 0.413
0.41
-- -- - ---- 0.413
0.41
----- ----- ----- ----- 0.412
0.41
0:412
0.41
--- ----- ----- ----- 0.412
0.41
----- ---- ---- ----- 0.411
0.41
---- --- ----- --- 0.411
0.41
-- -- -- ---- 0.411
0.41
----- ----- ----- ----- 0.410
0.41
_- -- -- ____ 0.410
0.41
--- ---- ---- ---- 0.410
0.41
- ---- - ---- 0.409
0.41
-- -- --- -- 0.409
0.41
--- --- ----- ---- 0.409
0.41
- - ----- --- ----- 0.408
0.41
--- --- --- --- 0.408
0.41
0.407
0.41
- -- --- --- 0.407
0.41
--- ---- ----- ---- 0.407
0.41
-- ---- ---- ---- 0.406
0.41
-- ----- ---- ---- 0.406
0.41
---- ---- ----- ----- 0.406
0.41
0.405
0.41
----- ----- --- ----- 0.405
0.40
- -- - -- 0.405
0.40
---- ---- ----- ----- 0.404
0.40
Continues on next page...

ZYR-100YR ROUTING
Hydrograph Discharge Table
Time Inflow Elevation CIv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(min) Us ft Cfs cfs cfs cfs Cfs Cfs Cfs cfs Cfs Cfs
2595
0.00
99.32 ---- -----
2600
0.00
99.31 ---- --
2605
0.00
99.30 --- ---
2610
0.00
99.30 ----- -----
2615
0.00
99.29 --- ---
2620
0.00
99.28 _--- -----
2625
0.00
99.28 --- ----
2630
0.00
99.27 ---- ---
2635
0.00
99.26 --- --
2640
0.00
99.26 ----- -----
2645
0.00
99.25 ---- ----
2650
0.00
99.24 ----- -----
2655
0.00
99.24 ---- ---
2660
0.00
99.23 --- --
2665
0.00
99.22 -- --
2670
0.00
99.22 ---- --_--
2675
0.00
99.21 _--- --
2680
0.00
99.20 ----- -----
2685
0.00
99.20 -- --
2690
0.00
99.19 -- --
2695
0.00
99.18 ----- -
2700
0.00
99.18 ---- -----
2705
0.00
99.17 ----- ---
2710
0.00
99.16 ----- -----
2715
0.00
99.16 -- -----
2720
0.00
99.15 ---- ---
2725
0.00
99.14 ----- ---
2730
0.00
99.14 --- -----
2735
0.00
99.13 ----- --
2740
0.00
99.12 ---_- ----
2745
0.00
99.12 -- ----
2750
0.00
99.11 ---- --
2755
0.00
99.10 ---- ---
2760
0.00
99.10 ----- -----
2765
0.00
99.09 ----- --
2770
0.00
99.08 ---- ----
2775
0.00
99.08 -- ----
2780
0.00
99.07 --- -----
2785
0.00
99.06 ---- --
2790
0.00
99.06 ---- -----
2795
0.00
99.05 ----- ----_
2800
0.00
99.04 ---- --_--
2805
0.00
99.04 -- --
2810
0.00
99.03 --- -----
2815
OAO
99.02 ---- -----
2820
0.00
99.02 ----- -----
2825
0.00
99.01 ---- --
2830
0.00
99.00 ---- -----
2835
0.00
99.00 --- ----
2840
0.00
98.99 --- --
2845
0.00
98.98 - ----
RIECEIVED
JUL 1 6 2006
BY:
---- --- 0.404
0.40
---- --- 0.404
0.40
-- ----- 0.403
0.40
----- ----- 0.403
0.40
---- ----- 0.402
0.40
----- ----- 0.402
0.40
-- -- 0.402
0.40
--- --- 0.401
0.40
----- ----- 0.401
0.40
----- ----- 0.401
0.40
0.400
0.40
----- ----- 0.400
0.40
--- --- 0.400
0.40
----- ----- 0.399
0.40
-- ---- 0.399
0.40
----- ----- 0.399
0.40
----- ---- 0.398
0.40
----- ----- 0.398
0.40
--- ----- 0.398
0.40
-- -- 0.397
0A0
--- ---- 0.397
0.40
----- ----- 0.396
0.40
--- -- 0.396
0.40
----- ----- 0.396
0.40
----- --_-- 0.395
0.40
-- -- 0.395
0.40
----- ----- 0.395
0.39
0,394
0.39
---- --- 0.394
0.39
----- ----- 0.394
0.39
-- -- 0.393
0.39
---- --- 0.393
0.39
----- ----- 0.393
0.39
----- ----- 0.392
0.39
--- --- 0.392
0.39
----- ----- 0.392
0.39
--- --- 0.391
0.39
- - 0.391
0.39
----- --- 0.391
0.39
---- ----- 0.390
0.39
--- -- 0.390
0.39
--_-- ----- 0.390
0.39
----- ----- 0.389
0.39
----- ---- 0.389
0.39
-- -- 0.389
0.39
_---- ---- 0.388
0.39
--- ---- 0,388
0.39
----- ---- 0.388
0.39
---_ --- 0.387
0.39
-- ----- 0.387
0.39
---- ---- 0.386
0.39
Continues on next page...

2YR-100YFZ' ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs cfs cfs cfs cfs cfs cfs Cfs cfs
cfs
2850
0.00
98.98
---- ---- ----- ---- ----- _--- ----- ----- 0.386
0.39
2855
0.00
98.97
-- ----- ----- --- ----- ----- ----- ----- 0.386
0.39
2860
0.00
98.96
— -- --- -- -- — -- --- 0.385
0.39
2865
0.00
98.95
----- ----- ----- ----- ----- ----- ----- ----- 0.385
0.38
2870
0.00
98.95
0.385
0.38
2875
0.00
98.94
----- ----- ----- ----- ----- ----- ----- ----- 0.384
0.38
2880
0.00
98.93
----- ----- ----- ----- ----- ----- ----- ----- 0.384
0.38
... End
t!-(--- Ej `TV-+
JUL 16 2006
BY:

Hydrograph Plot
Hydraflow Hydrographs by IntelisoNe Wednesday, Apr 262006. 5,49 PM
Hyd. No. 3
2YR-100YR ROUTING
Hydrograph type = Reservoir Peak discharge = 4.17 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 101.07 ft
Reservoir name = WQP#1 Max. Storage = 97,817 cuft
Storage Indication metliod used. Hydrograph Volume = 95,168 cult
Q (cfs)
50.00
40.00
K11)f •111
K11114
10.00
o nn
2YR-100YR ROUTING
Hyd. No. 3 -- 100 Yr
0 5 10 15 19 24 29 34 39 44
Hyd No. 3 - Hyd No. 2
Q (cfs)
50.00
40.00
30.00
20.00
10.00
48
Time (hrs)
JUL 16 2006
PV_

Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 26 2006, 5:36 PM
Pond No. 1 - WQP##1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft)
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
Elevation (ft)
94.00
95.00
96.00
97.00
98.00
99.00
100.0D
101.00
102.00
103.00
Contour area (sgft)
6,951
8,706
10,561
12,578
14,575
16,732
18,990
21,348
23,808
26,367
Incr. Storage (cult)
0
7,829
9,634
11,570
13,577
15,654
17,861
20,169
22,578
25,088
Total storage (cuff)
0
7,829
17,462
29,032
42,608
58,262
76,123
96,292
118,970
143,957
Culvert/
Orifice Structures
Weir Structures
[A]
[g]
[C]
[D]
[A] [B]
[Cl
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len 111)
= 20.00 0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 100.90 0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 2.60 3.33
0.00
0.00
Invert El. (ft) = 0.00
0.00
0.0D
0.00
Weir Type
= Broad -
-
-
Length (ft)
= 0.00
0.00
0.00
0.00
MuttiStage
= No No
No
No
Slope (%)
= 0.00
0.00
0.00
0.00
N Value
= .013
.013
_000
.000
Orit Coef(.
= 0.60
0.60
0.00
0,00
MuttiStage
= rVa
No
No
No
Exfiltration = 1.000 inlhr (Contour) TaRwater Elev. = 0.00 ft
_
Note: CuKwV0ririoa artflows have been analyzed under inlet and outlet control.
Stage ! Storage / Discharge Table
Stage
Storage Elevation
Civ A Clv
B Ctv C Clv D Wr A
Wr B WrIC
Wr D
Exfil
Total
ft
Cult ft
CIS
CIS
Cfs
CfS CIS
Cfs CIS
CIS
Cf5
Cfs;
0.00
0 94,00
---
---
---
--- 0.00
- ---
---
0.000
0.00
0.10
783 94.10
-
-
-
- 0.00
- -
-
0.020
0.02
0.20
1.566 94.20
-
-
-
- 0.00
- -
-
0.040
0.04
0.30
2,349 94.30
--
---
-
- 0.00
- --
-
D.060
0.06
0,40
3,131 94.40
-
-
-
- 0.00
- -
---
0.081
0.08
0.50
3,914 94.50
-
-
-
- 0.00
- -
-
0,101
0,10
0.60
4,597 94.60
-
---
---
-- 0.00
- ---
---
0.121
0.12
0.70
5,480 94.70
-
-
---
--- 0.00
- -
---
0.141
0.14
0.80
6,263 94.80
-
-
-
- 0,00
--- -
-
0,161
0.16
0.90
7,046 94.90
-
-
-
- 0.00
--- -
-
0.181
0,18
1.00
7,829 95.00
---
---
--
- 0.00
--- ---
-
0.2o2
0,20
1.10
6,792 95.10
---
---
-
--- 0.00
- ---
--
0206
021
1.20
9,755 95.20
-
-
-
- 0.00
- -
--.
0.210
0.21
1.30
10,719 95.30
-
-
-
- 0-10
--- -
-
0.214
0.21
1.40
11,682 95.40
---
---
---
--- 0,00
- ---
---
0.219
0.22
1.50
12,645 95.50
-
-
--
- 0.00
- -
--
0.223
0.22
1.60
13,609 95.60
-
-
-
- 0.00
--- -
-
0.227
0.23
1.70
14,572 95.70
---
---
-
- 0.00
- ---
-
0232
0.23
1.80
15,535 95.80
-
-
--
- 0.00
-- -
---
0.236
0.24
1.90
16,499 95.90
-
-
-
- 0.00
- -
-
0.240
0,24
2.00
17,462 96.00
---
---
--
- 0,00
- -
-
0.244
0.24
2.10
18,619 96.10
-
--
--
- 0.00
- -
-
0.249
025
2.20
19,776 96.20
-
-
-
- 0.00
-- -
-
o.254
0,25
2.30
20,933 96.30
---
---
---
- 0.00
- --
---
0.258
0.26
2.40
22,090 96.40
-
-
-
- 0.00
-- --
--
0,263
0.26
2.50
23,247 96.50
-
-
-
- 0.00
--- -
-
0.268
0.27
2.60
24,404 96.60
--
---
--
- 0.00
- -
0272
0.27
2.70
25,561 96.70
-
-
- -
-- 0.00
- --- ---
0.277
0.28 .
PI C EIV ED ConSnues on next page._.
JUL 1 6 2006
�v;

V QP#1' 1
Stage 1
Storage 1
Discharge Table
Stage
Storage
Elevation Clv A
Clv B Clv C Clv D Wr A WE B
Wr C Wr D Cfs
fs
Total
cfs
fl
cuff
ff cfs
Cfs cfs cfs cfs Cfs
cfs cfs
2.80
26,718
96.80 -
--- - - 0.00 --
- - 0.282
0,286
0.28
0.29
2.90
27,875
96.90 --
- - - 0.00 -
0.00 -
- ---
--- - 0.291
0.29
3.00
29,032
97.00 -
--- - -
0.00 -
- - 0,296
0.30
3.10
30,389
97.10 --
- - -
- 0.00 -
- - 0.300
0.30
3.20
31,747
97.20 -
- -
0.00 -
--- - 0.305
.0.31
3.30
33,104
97.30 -
-- - -
0.00 -
- -- 0,310
0,31
3,40
34,462
97,40 ---
- -- -
0.00 ---
- - 0.314
0.31
3,50
35,820
97.50 -
- - -
0.00 -
- - 0.319
0.32
3.60
37,177
97.60 -
-- - -
0.00 -
- --- 0.324
0.32
3.70
38,535
97.70 ---
- - -
0.00 ---
- - 0.328
0.33
3,80
39,893
97.80 -
-- - --
- 0,00 -
---- - 0.333
0.33
3.90
41,250
97.90 --
- -
0.00 -
- --- 0.337
0.34
4.00
42,608
98.00 ---
- --- -
0.00 -
- - 0.342
0.34
4.10
44,173
98.10 -
- - --
0.00 --
--- -- 0.347
0,35
4.20
45,739
98.20 -
-- - -
0.00 -
- --- 0.352
0.35
4.30
47,304
98,30 ---
- --- -
0.00 -
- - 0.357
0.36
4.40
48,869
98.40 -
- - ---
0.00 ---
--- - 0.362
0,36
4.50
50,435
98.50 -
--- - -
- 0.00 -
- - 0.367
0.37
4.6D
52,000
98.60 ---
- -
- 0.00 --
- - 0.372
0.37
4.70
53,565
98.70 -
- -
- - 0,00 --
--- - 0.377
0.38
4.80
55,131
98.80 -
-- -
0.0D -
- -- 0.382
0.38
4.90
56,696
98.90 -
- - - -
0.00 ---
--- - 0.387
0.39
S.DD
58,262
99.00 -
--- - --
0.00 -
- -- 0.393
0.39
5.10
60,048
99.10 ----
- - -
0.00 -
- - 0.398
0.40
5.20
61,834
99.20 -
- - --
- 0.00 ---
--- - 0.403
0.40
5.30
63,620
99.30 -
--- -
- 0.00 -
- -- 0,408
0.41
5.40
65,406
99.40 -
- -
- 0.00 --
---- - 0.413=
0.41
5.50
67,192
99.50 -
- - -
-- 0.00 -
- - 0.419
0.42
5.60
58,978
99.60 -
- -
- 0.00 -
- - 0,424
0.42
5.70
70,764
99.70 -
- -
0.00 ---
--- - 0.429
0.43
5.80
72,550
99.80 -
--- - -
- 0.00 -
- - 0.434
0.43
5.90
74,336
99.90 - -
- - -
- 0.0D -
- - 0.440
0,44
6.00
76,123
100.00 -
- -
0.00 ---
--- - 0.445
0.45
6.10
78,139
100.10 -
-- - -
0.00 -
- - 0,450
0.45
6.20
80,156
100.20 --
- -- -
- 0.00 -
- - 0.456
0.46
6.30
82,173
100.30 -
- -
-- 0,00 ---
--- - 0.461
0.46
6.40
84,190
100.40 -
- -
0.00 -
- - 0.467
0.47
6.50
86,207
100.50 -
- -- -
- 0.00 -
--- - 0.472
0.47
6.60
88,224
100.60 -
--- -
- 0.00 ---
--- - 0.478
0.48
6.70
90,241
100.70 -
- -
--- 0.00 -
- --- 0.483
0.48
6.80
92,258
1 D0.80 ---
- --
- 0.00 -
- - 0.489
0,49
6.90
94,275
100.90 -
- -
- 1.64 -
- --- 0.494
2.14
7.00
96,292
101.00 -
- --
4.65 -
- --- 0,500
5.15
7.10
98,549
101.10 -
- -- -
8,54 -
-- - 0.506
9.05
7.20
100,807
101.20 -
- - --
13.15 -
-- - 0.511
13.67
7.30
103,065
1 D1.30 -
--- - -
18.38 -
--- - 0.5W
18.90
7.40
105,323
101.40 --
- - -
24,17 ---
- - 0.523
24.69
7.50
107,581
101.50 -
- - ---
30.45 --
- --- 0.528
30.98
7.60
109,838
101.60 -
- -- -
3721 -
- --- 0,534
37.74
7.70
112,096
101.70 ---
- - -
44.40 -
--- - 0.540
44.94
7380
114,354
101.80 ---
- - --
52.00 --
- - 0.545
52.54
7.90
116,612
101.90 -
- - ---
59.99 ---
- ---- 0.551
60.M
8.00
118,870
102-00 -
- - -
68.36 -
- - 0.557
68.91
8.10
121,378
102.10 --
- "' -
77.08 -
--- - 0.563
77.64
8.20
123,887
102.20 - -
- - - -
86.14 ---
- - 0.569
86.71
8.30
126,396
102.30 -
- -
95.53 -
- - 0.575
96.10
8.40
128,905
102.40 -
- --- -
105.24 -
-- - 0.581
105.82
8.50
131,413
102.50 ---
- -- -
115.26 --
--- - 0.587
115.85
8.60
133,922
102.60 -
- - - -
125.58 ---
- - 0.593
126.17
8.70
136,431
102.70 -
- - -
136.18 -
- - 0.598
136.78
8.80
138,940
102.80 ---
- - -
147.08 -
- - 0.604
147.68
8.90
141,448
1D2.90 -
-- - -
158.25 --
- - 0.610
158.86
9.00
143,957
103A0 -
- - -
...End
7Y:
IVED
2006

Ponid Report
Hydraflow Hydrographs by Intelisoive Wednesday, Apr 26 2006, 5:51 PM
Pond No. 1 - WQP#1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (it) Elevation (ft)
0.00
94.00
1.00
95.00
2.00
96.00
3.00
97.00
4.00
98.00
5.00
99.00
6.00
100.00
7.00
101.00
8.00
10200
Culvert 1 Orifice Structures
[A]
[B]
Rise (in)
= 0.00
0.00
Span (n)
= 0.00
0.00
No. Barrels
= 0
0
Invert El. (ft)
= 0.00
0.00
Length (ft)
= 0.00
0,00
Slope (%)
= 0.00
0.00
N-Value
= .013
.013
Orif. Coeff.
= 0.60
0,60
Multistage
= n/a
No
Stage (R)
8.00
6.00
4.00
2.00
0.004
0
. Storage
Contour area (sgft)
6,951
8,706
10,561
12,578
14,575
16,732
18,990
21,348
23,W8
[C]
0.00
0,00
0
0.00
0.00
0.00
.000
0.00
No
[D]
0.00
0,00
0
0.00
0.00
0.00
.000
0,00
No
Incr. Storage (cult) Total storage (tuft)
0
0
7,829
7,829
9,634
17,462
11,570
29,032
13,577
42,608
15,654
58,262
17,861
76,123
20,169
96,292
22,578
118,870
Weir Structures
[A]
IBl
[C]
[D]
Crest Len (ft)
= 20.00
0.00
0,00
0.00
Crest EL (tt)
= 100.90
0.00
0.00
0.00
Weir Coeff.
= 2.60
3.33
0.00
0.00
Weir Type
= Broad
---
-
--
Multistage
= No
No
No
No
Exfitl ration = 1.000 iNhr (Contour) Taltwater Elev. = 0.00ft
Now cuFierVOMice oudlows have been analyzed under inlet and outlet control.
Stage 1 Storage
20,000 40,000
i CEIVED
JUL 1 & 2006
DY:
100,000
Stage (ft)
8.00
6.00
4.00
2.00
- 1 0.00
120,000
Storage (tuft)

Pond Report
- - --
.;
Hydraflow Hydrographs by Intefisolve
Wednesday, Apr 26 2006, 5:51 PM
Pond No. 1 - WQP#1
Pond Data
Pond storage is based on known
Contour
areas. Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 94.00
6,951
0
0
1.00 95.00
8,706
7,829
7,829
2.00 96.00
10,561
9,634
17,462
3.00 97.00
12,578
11,570
29,032
4.00 98.00
14,575
13,577
42,608
5.00 99.00
16,732
15,654
58,262
6.00 100.00
18,990
17,861
76,123
7.00 101.00
21,348
20,169
96,292
8.00 102.00
23,808
22,578
118,870
Culvert 1 Orifice Structures
Weir Structures
[A] [B]
[C]
[D]
[A] [B] [C] [D]
Rise (in) = 0.00 0.00
0.00
0.00
Crest Len (ft)
= 20.00 0.00 0.00 0_00
Span (in) = 0.00 0.00
0.00
0.00
Crest El. (ft)
= 100.90 0.00 0.00 0.00
No. f3atrrels = 0 0
0
0
Weir Coeff.
= 2.60 3.33 0.00 0.00
Invert El. (ft) = 0.00 0.00
0.00
0.00
Weir Type
= Broad --- -- -
Length (ft) = 0.00 0.00
0.00
0.00
Mufti -Stage
= No No No No
Slope (%) = 0,00 0.00
0.00
0.00
N-Value = .013 .013
.000
.000
Orif. Coeff. = 0.60 0.60
0.00
0.00
Mul Stage = nla No
No
No
Ezfiltration = 1.000 in/hf (Cwrtour) Tailwater Elev. = 0.00 ft
Note: Cul+erKWice outflows have been analyzed under inlet and outlet oontrol.
Stage (ft)
8.00
6.00
4.00
2.00
0.00 ` '
0.00 6.00
Total 0
12.00 18.00 24.00
Stage I Discharge
30.007CIFEIVED 6 20 66
BY.
54.00 60.00
stae (a)
6.00
6.00
4.00
2.00
J- 0.00
66.00
Discharge (cfs)

toI --i-l-----
------------
CPOF (0
EMERGENCY ---
Sp�WAy 60,
0 oo TER QUALITY PO10N2.D5
UMMARY
100 DRAINAGE AREA: 6.00 AC
POND INVERT: 94,0
•
NORMAL POOL: 98.00
PRIMARY97•
Sp��_AY ELEV. A 94 TM To ?ONO: 98000
EVERO SPILLWAY ELEV. 10i.85
180 98-00 RCP INV=98.50
INV
18,0 RCP
INV 98.0
98
99 1C0
yN
EMERGENGY SPILLWAY -SECTION THRU.'.'
fi 'A B 001, SWA� - - 101 11 ILALI
r.
\\c
U)
GRASS LINED SWALE - SECTION THRU
0
0
LO
4L
0 D,
i1-�
- L
C)
SECTION A -A SECTION 0-8 n/
'/v
",/JZ
n Herring —Sutton & Associates, P.A. PUF CONCRETE PLANT
Engineers -- Surveyors - Planners Pond Details 10
201 Mash stredL Nw Wilson, riorth Carolina MOB [phone]B7 Selma, NC I oh..t Hed at

Jul 27 06 03:56p HSA 252-291-5900 p.l
14Herring pSutton
associates, p.a.
ENGINEERS • SURVEYORS - PLANNERS
2201 Nash Street Northwest, Wilson, NC 27896
PHONE: [phone], FAX: [phone], EMAII.: NSA2002Qearthlink.net
FAX # [phone]
FACSIMILE TRANSMITTAL COVER SHEET
Date: 7-27-06
Number of Pages:
2 (Including Cover Sheet)
To: KEN PICKLE
STORMWATER GROUP
NCDENR-DWQ
Fax Number: 1-919-733-9612
From: RON SUTTON, F.E.
Re: PLT CONCRETE SELMA PLANT
Time: 5:00 PM
Comments:
ATTACHED IS A REDUCE COPY OF THE NON -DISCHARGE
WATER QUALITY POND THAT SHOW A 1.0 FOOT FREE BOARD
ABOVE THE 25-YR STORM LEVEL.

PLT temporary solution
Subject: PLT temporary solution
From: Ken Pickle <[e-mail]>
Date: Fri, 28 Jul 2006 14:28:17 -0400
To: Myrl Nisely <[e-mail]>, [e-mail]
Myrl,
I want to alert you to the status of my permitting process on a submittal from Ron
Sutton, for Rick Proctor of PLT, for the new facility in Selma. I've had a
discussion with Ron. The elements of it are as follows.
a) I can't get Ron's application processed this week, even though I have reviewed the
plans and talcs, and I'm confident in them. Rick wants to make concrete on Monday,
(I won't have his permit by Monday, either.)
b) I think I can accomodate Rick in this way, suggested by Ron Sutton: Rick
postpones using the."recycle" feature of his washout cells. I mean, he uses city
water, once through, and it overflows his cells into the ditch and into the pond.
c) Now when I look at his whole site, I see no discharge of stormwater or wastewater
because he has that big pond collecting everything, at least for the short term. He
also does not have a functioning recycle system. So, he doesn't need my permit.
('there's no stormwater discharge, there's no wastewater discharge, and there's no
funtioning recycle system, at least for the short term.)
d) I process his permit application for the future condition that includes the
conversion to a functioning recycle system. He gets the permit from me in a couple
of weeks. He then re -installs the pump and other necessary hardware to begin a
recycle wash operation. All covered under his new permit.
e) I have not, "told Rick he can make concrete on Monday." I have however, told Ron
Sutton that my reading of our rules is that a site without a discharge, and without a
recycle system does not need a permit from us.
I'm a little uneasy about it because it is an unusual situation, but if we ever had
to choose to accomodate an applicant in a difficult situation, the current
circumstances seem to have minimum risks. I mean, we know the PLT system is a good
one, and I'm convinced that Ron Sutton has engineered the site thoroughly. Any
comments? Contrary opinions?
Ken
1 of 1 8/7/2006 2:18 PM

28 06 01:21p
HSR
252-291-5900
P - 2
A Herring -Sutton
& ASSOCIATES - P.A.
ENGINEERS - SURVEYORS - PLANNERS
July 28, 2006
Stormwater Permitting Unit
Division of Water Quality
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Attention: Ken Pickle, P.E.
Subject: Recycle System Application and Notice of Intent
PLT Concrete Services -Selma Plant
Johnston County
Dear Mr. Pickle:
Based upon our telephone conversations on Friday afternoon, July 28, 2006, this
letter is to confirm -that PLT Concrete Services as modified its drum wash facility
to solely utilize potable water from the Town of Selma in its concrete mix drum
cleaning operations. A discharge from this facility will travel by way of newly
constructed grass line swales to the newly constructed non -discharge pond.
There is sufficient capacity as demonstrated by storm water routings to storage
the 25-yr storm without a stormwater discharge_ In addition at the 25-year
stormwater storage level there is an additional 1.0 foot of freeboard. Based upon
the above, we do not have a recycle system at the facility and we have
demonstrated through the
Ada
submittal of plans and calculations that we do not have no-/
5
a stormwater discharge in the 25-year storm event. Therefore, under current u
o Q„
rules and regulations a stormwater permit is not required for legal operation of
the ready mix concrete facility.
baS/ s
104+ Cv 1"- 6��acaSS
Please consider our current application on file in your office as a request to ;- spy "I n
construct a recycle system (drum wash) and please process as appropriate. NG6/¢ CUc
I assure you there will be no recycling of wastewater at the facility until the
appropriate permit is issued by your office.
If you should have any questions concerning the above, please feel free to call.
Respectfully
klerriatton and Associates, P.A.
-inie L. Su

Herring,Sutton
& ASSOCIATES - P.A.
ENGINEERS - SURVEYORS • PLANNERS
July 31, 2006
Stormwater Permitting Unit
Division of Water Quality
1617 Mail Service Center
Raleigh, North Carolina 27699-1617 ;
Attention: Ken Pickle, P.E. ;
Subject: PLT Concrete Services -Selma Plant m
Johnston County
Dear Mr. Pickle: 4 r:
Based upon our telephone conversation on Friday afternoon, July 28, 200 , a
approximately 4:15 PM this letter is to confirm our conversation regarding the
need for a State Stormwater Permit to operate the PLT Concrete Plant
Facility in Selma, North Carolina. Based upon the fact that the facility is designed
to be a non -discharge facility in a 25-year storm event and the fact that the facility
as proposed to be operated does not have a recycle system, a State Stormwater
Permit will not be need to commence operation.
If in the future we desire to operate a drum wash recycle system, it will be
necessary to obtain a State Stormwater Permit before placing said recycle
component of the ready mix concrete facility into operation.
Based upon the above it is intention of PLT Concrete Services to place the
Selma Facility into operation on Monday July 31, 2006.
I would like to thank you and your staff for the assistance you have provided in
processing our Notice of Intent and we look forward to a mutually beneficial
working relationship in the future. If you should have any questions concerning
the above, please feel free to call.
ly
and Associates, P.A.
Annie L. Sutton, P.E.
Ricky Proctor, Manger PLT Concrete Services
2201 Nash Street NW • Wilson, North Carolina 27896 • [phone] • Fox [phone]

Re: PLT, Selma
Subject: Re: PLT, Selma
From: Myrl Nisely <[e-mail]>
Date: Fri, 13 Oct 2006 09:21:58 -0400
To: Ken Pickle <ken.pick [e-mail]>
1. Just fine with me
2. Just fine with me
3. Just fine with me!!! So do you pick me up here, or do I meet you at Arch at about
7:30?
Myrl
(P.S. does my driving scare you?)
Ken Pickle wrote:
Hi Myrl,
If you have a second, I have three items for you.
1. Given our coordination with each other at the end of July, I assume that RRO is
ok with me finally providing a Certificate of Coverage for PLT Concrete Services
in Selma. Please let me know if you object, otherwise, I'll take your earlier
concurrence with the accomodation we worked out with Rick Proctor and Ron Sutton
as indicating that you ultimately had no problem with his plan at the Selma site.
2. I know Selma is the other direction from our visits in Sanford on the 23rd of
October, but do you imagine that we would have time to go by and see the PLT site
there among all the oil terminals? I'm interested in whether the engineer's key
design feature - - that the runoff would infiltrate in those sandy soils in
Selma ---is really working out. I would expect to see a totally dry basin, unless
they had substantial rain very recent to our visit.
3. I'd like to drive on the 23rd, if you don't mind.
s
Ken
Myrl A. Nisely <9))))><
Environmental Chemist II NC DENR - Div. Water Quality Raleigh Regional Office 1628
Mail Service Center Raleigh, NC 27699-1628 Telephone: [phone] or x4255
Fax: [phone]
[e-mail] ><((((Q>
1 of 1 10/19/2006 1:24 PM

North Carolina
Division of Environmental Health
Terry L. Pierce, Director
State of North Carolina
Michael F. Easley, Governor
Department of Environment and
Public Water Supply Section
Natural Resources
Division of
Environmental Health
Jessica G. Miles, Section Chief
William G. Ross, secretary
MEMORANDUM
TO: Ken Pickle, Stormwater Permitting Unit Q
Division of Water Quality
FROM: Jessica G. Miles, P.E., C.F.M. �
Public Water Supply Section cIZ `
SUBJECT: Draft National Pollutant Discharge %j/�n Q
Elimination System Permit NCG140362
PLT Concrete Services (Ready -Mix Concrete Plant)`' a���c
Selma, North Carolina
Johnston County
DATE: October 24, 2006
Reference is made to the above -mentioned Draft National Pollutant Discharge Elimination System
Permit. Upon review of this permit application to discharge mixed stormwater and wastewater (concrete truck
wash waters) from the subject facility, it appears that no adverse effect on water quality will occur to the
existing public water supply intakes.
The point of discharge is located less than 5 miles upstream of the water supply intake for the Town of
Smithfield (PWSIDNo. 03-51-010). However, we concur with the issuance of this permit provided this facility
is operated and maintained properly; the stated effluent limits are met prior to discharge; at leastquarterly
monitoring for coliform is conducted; and the discharge does not contravene the designated water quality
standards.
If we can be of further assistance, please contact Michael L. Douglas, P.E., at 919-791-4200.
JGM/MLD
Public Water Supply Section One
1634 Mail Service Center, Raleigh, North Carolina 27699-1628 NorthCarolina
Telephone [phone] ♦ Main Fax [phone] A PW S Fax [phone] ;W &A711#
http://ncdrinkingwater.state.nc.us/
An Equal Opportunity 1 Affirmative Action Employer

NORTH CAROETNA DIVISION OF WATER QUA�iTY A7143FIAV
�DE�BR SURFACE WATER PROTECTION SECTION
�4.... 5TORMWATER PERMiT'iING UNIT
October 12, 2006
MEMO VIA FAX, 7 pages
TO: Michael Douglas, DEH, RRO, fax [phone]
FROM: Ken Pickle, Stormwater Permitting Unit, fax (919)
[phone]x584 or [e-mail]
SUBJECT: Review of the discharge location for the following;
733-9612
PLT Concrete Services (ready -mix concrete plant)
3073 West Oak Street
Selina, Ndrth Carolina
aohnston county
Stormwater permit application #NCG140362
RECEIVING WATER: UT to Mills Creek (at Selma).to the Neuse River, WS-IV NSW (stream
index 27-40)
Please indicate below your agency's position or vlewpoint on the facility fisted above. We
cannot Issue the Certificate of Coverage under the general permit without your concurrence.
Please return this form at your earliest convenience.
Michael, this is a concrete plant located among the bulk oil terminals In Selma. The Facility is
proposing to recycle concrete truck wash waters, and to provide an on -site basin to contain
the mixed stormwa ter and wastewater resulting From a 25-year, 24-hour storm. This 25-yr
design criterion means that there could be a wastewater overflow (discharge) in, For
example, a 30-year rain event. But presumably not In a 25-year rain event. Thanks, Ken
RESPONSE:
This agency has reviewed the NOI and the general permit and determined that
the proposed discharge will not be sufficiently close to any existing or known
proposed public water supply Intake so as to create an adverse effect on water
quality. We concur with the issuance of a Certificate of Coverage under the
general permit provided the facility Is operated and maintained properly, the
stated effluent limits are met prior to discharge, and the discharge does not
contravene the designated water quality standards.
Concurs with Issuance, provided the following conditions are met:
Opposes the Issuance, based on reasons stated below, or attached:
signedL41Z,k,�t7j'l- Date- 1 06
Attachments: NOI with map
cc: Stormwater Permitting Unit Flies
OCR 3 0 2,046

Re: PWS,:riproval of wastewater discharge
V
1�
Subject: Re: PWS approval of wastewater discharge
From: Michael Douglas <michacl.douglas a ncmail.net>
Date: Sat, 18 Nov 2006 00:57:31 -0500
To: Ken Pickle <[e-mail]>
CC: Bradley Bennett <[e-mail]>, Myrl Nisely <myrl.nisely@ncmaiI-net>
Ken
The discharge site is within 5 miles of a drinking water supply intake. Any wastewater discharge
(sanitary or stonnwater) within this 5 miles of intake is classifed as a potential risk to public health.
DEH-PWSS concurs with issuance of the permit with the stated conditions in the October 24, 2006
memo.
Michael
(Out of the office until 11/27/06)
Ken Pickle wrote:
Hi Michael,
I'm responding to the October 24, 2006 memo from Jessica Miles with conditional approval of a
wastewater discharge from a ready -mix concrete facility in Johnston County. I have a problem
with the condition attached by DEH (requiring quarterly coliform monitoring), and want to know
whether you all feel like you have any freedom to revise your first response to us. We have
previously either denied permit coverage (if DEH objects to the discharge) or granted permit
coverage (if DEH does not object to the discharge). We in the Stormwater Permitting Unit have
never attempted in these exact circumstances to modify or amend the sampling requirements of a
General Permit.
* 1. Here's the background wrt our program:*
a) PLT Concrete Services in Selma submitted a Notice of Intent (NOI) to be covered under our
NPDES General Permit NCG 140000, which coverage we regularly provide for qualifying
stormwater and wastewater discharges from ready -mixed concrete facilities. We have assigned
permit application number NCG140362 to their application.
b) In the unlikely event of a wastewater discharge from the facility, such a discharge would enter a
UT to Mills Creek (at Selma) to the Neuse River, a WS-IV NSW waterbody. DWQ rules require
DEH agreement before we can allow any wastewater discharge under this General Permit. (The
General Permit also authorizes the discharge of stormwaters, but that is not relevant to our issue
with PLT.) I see your notes on the return memo that the facility is less than 5 miles above the Town
of Smithfield intake. I don't know the significance of that specific distance within your program,
but I'd like to learn it.
*2. Here are the physical facts at the site, which 1 have visited:*
a) The facility exists today, and is in production, and is producing wastewater, but is not
1 of 3 11/20/2006 8:37 AM

Re: PWS approval of wastewater discharge
r�
r
discharging. (And won't discharge, except in a very large rain, greater than the 25-year event.)
b) The process wastewater generated on site does not have a readily apparent source of concentrated
coliform contamination. Sanitary wastewaters on site originate from two buildings, a truck
maintenance garage, and an office and control building. Submitted site plans show the sanitary
wastes from both locations piped to Selma's sanitary sewer system. We do not expect the sanitary
wastewaters to mix with the process wastewaters.
c) Process wastewaters are largely generated by washing out the excess concrete from inside
concrete drum trucks, and from rinsing off the outside of the same trucks. Such a wastewater
discharge is limited in our General Permit to: pH 6-4 (the ready -mix wastewater pH can be as high
as 10 - 12); TSS of less than or equal to 30 mg/L (TSS can be very high in untreated wastewater,
since this is washed out concrete mix. Of course, the bulk of the TSS settles very rapidly in the
provided settling chanbers); and settleable solids of 5 ml/L (which for this wastewater acts pretty
much the same as TSS). Our General Permit does not limit coliform, because we have not
previously considered coliform a likely constituent of the process wastewater. *So, here's the first
part of our concern - - we have never before thought that coliform might be present at significant
levels in process wastewater from a ready -mixed concrete site.*
d) At PLT, Selma, the truck wash out, and the truck rinse off, waters are contained in a system of
settling chambers, and the liquid is recycled from the last settling chamber to serve, again and again,
as wash out and rinse off water for each day's number of trucks. The recycle system design basis is
that the retained inventory volume of wastewater, plus the additional volume of rainfall from a
25-year storm will not overflow the recycle system (the design also incorporates an additional 1' of
freeboard in the recycle system settling chambers). All of this means that we can safely expect that
there will not be a continuous wastewater discharge. There won't even be a recurring wastewater
discharge. We might see a wastewater discharge from a storm greater than the 25-year storm.
Meaning that we expect a very infrequent wastewater discharge from the wastewater recycle system.
e) Further, downstream of the recycle system is an additional infiltration basin that receives and
holds the stormwater runoff from the rest of the site, again, based on no discharge from the 25-year
rain evet. Any overflow from the recycle system would flow via an on -site swale into this
infiltration basin. In this case, while our permit would be to discharge a wastewater, the discharge
would be so infrequent as to make accumulating meaningful monitoring data* *essentially
impossible.* So, here's the second part of our concern - - quarterly monitoring on a discharge
that we might not see, statistically, except for once every 25 years, when there would be a discharge
to monitor.*
*3. Here's our additional bureaucratic difficulty:*
a) PLT has applied for coverage under our General Permit, which applies in blanket form state
wide. We don't re -issue the General Permit for each applicant; instead we issue a Certificate of
Coverage to provide new applicants with coverage under the General Permit. The significance is
that once our General Permit is issued state wide, we don't have the freedom to modify it. We can't
add coliform monitoring to our General Permit, and we have never added monitoring requirements
to our individually issued Certificates of Coverage under any General Permit. *So, here's the third
part of our concern - - we can't legally add coliform monitoring under the ready -mixed concrete
General Permit.*
2 of 3 11/20/2006 8:37 AM

Re: PWS,anproval of wastewater discharge
b) if DEH must have quarterly coli form monitoring on this infrequent process wastewater discharge,
then we in DWQ have some lengthy, labor demanding options available to us other than the General
Permit route. But, before we head off in that direction, I'd like to discuss PLT with you. I'm sure
DEH had their reasons for the conditional approval, so if we need to come up with a solution that I
haven't thought of, let's talk about it.
Thanks,
Ken
[phone]x584
Michael L. Douglas, P.E.
Regional Engineer
Public Water Supply Section
Raleigh Regional Office
Main Number: 919-791-4200
Office Number: 919-791-4297
Fax Number: 919-571-4718
3 of 3 11/20/2006 8:37 AM

.. Herring -Sutton
St ASSOCIATES • P.A.
ENGINEERS • SURVEYORS •PLANNERS
December 20, 2006
Stormwater Permitting Unit
Division of Water Quality
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Attention: Ken Pickle, P.E.
Subject: PLT Concrete Services -Selma Plant
Johnston County
Dear Mr. Ken:
I appreciated the opportunity to speak with you this morning concerning the
Stormwater Permit for the PLT Concrete in Selma. I spoke with Rick Proctor of
PLT Concrete and he has no problem .with requirement of a quarterly fecal
monitoring requirement for the discharge from the facility. It should be noted that
discharges should only occur as the result of an extreme rain event. However we
will file a quarterly report and will take a sample if a discharge should occur
during the quarter. If no discharges occur during the quarter we will also report
this information.
I look forward to receiving the permit for this facility prior to year end as
discussed by phone.
If upon review of this letter you should have any further questions, please feel
free to call me.
Respectfully
and Associates, P.A.
Ro nie L. Sutton, P.E.
DEC E-1
Cc: Ricky Proctor, Manger PLT Concrete Services
oENR - 1NATER QUALITY
Wetlands 8 �`'crmwaW Branch '
2201 Nash Street NW - Wilson, North Carolina 27896 - [phone] • Fax [phone]

r�
Herring -Sutton
& ASSOCIATES • P.A.
ENGINEERS • SURVEYORS • PLANNERS
December 4, 2006 `G
Cf ►n
Stormwater Permitting Unit o
U
Division of Water Quality UJ
L 1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Attention: Ken Pickle, P.E.
Subject: PLT"Coricrete Services -Selma Plant
Johnston County
f Dear Mr. Pickle:
1
Recently we discussed by phone the above subject batch mixed concrete plant
and its non -discharge stormwater system. At that time you expressed some
concerns that the detention pond had some water standing in the bottom several
days after a rainfall event. At that point in time there was approximately 12 inches
of water standing in the bottom of the pond.
As,a. reminder the design. of this facility calls for use of a drum wash facility for
washing 'out the:concrete'truck drums with water reclaimed from the wash pit,.
which is; piovided with sufficient:storage to contain the 25=yr'storrri. �We'began'
use of the batch 'mix facility with this key'component not functioning as designed.
We were adding approximately 1000 gallons per day of city water to the drum
wash facility instead of using settled water from the pit. This addition of outside
water resulted in the drum wash facility discharging to the detention pond.
In reviewing the infiltration calculations for the pond the insertion of additional city
water results in a daily discharge of water to the pored that was not initially
accounted for in the design. It i5 my opinion that this factor has contributed to the
storage of water in the:pond that you witnessed.
It should be noted that we have experienced a wet fall that has resulted in
flooding in a number of areas of Eastern North Carolina. -However this facility has
handled all stormwater flow with no discharge. Further it should be noted that we
did not include evaporation rates in ..our discharge.calcula#ions for the pond plus
there is add itional'storage. in'the:'swale_s along both sides of the facility that were
not included -in routing calculations -for: the pored _
2201 Nash Street NW • Wilson, North Carolina 27896 • [phone] • Fax [phone]

r t _- •
•�_i
rt
.' � 1
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y _ � _
� _

4•�
Page 2 of 2
Ken Pickle Letter
December 4, 2006
Based upon a review of the above I am comfortable with the original design, with
the drum waste facility functioning as designed, as presented to your office for
9pproval.
If upon review of this letter you should have any questions, please feel free to call
me.
Respectfully
and Associates, P.A.
nie L. Sutton, P.E.
Ricky Proctor, Manger PLT Concrete Services

-40

.,
•�OF \NA1EgQ Michael F. Easley, Governor
William G. Ross Jr., Secretary
co (W7
r North Carolina Department of Environment and Natural Resources
4 Alan W. Klimek, P.E. Director
Division of Water Quality
MEMO
October 24, 2006
To: KBP Correspondence File, Oct -Nov -Dec 2006
From: Ken Pickle
Subject: Site visits with Myrl, 10/23/06
Discussion
Myrl and I visited 5 sites yesterday that are permitted, or seeking permits under the NPDES
stormwater program.
1. PLT, Selma. This ready -mixed concrete facility has an NOI pending on KBP's desk. The
designer included infiltration as a key component of the design. KBP was interested in
whether the already existing infiltration basin was effectively infiltrating the waters from the
site. Some moderate amount of rain had fallen on Saturday night and Sunday prior to our
visit on Monday. I hoped to see a dry pond, or a relatively little bit of water in the basin.
In fact, the whole bottom of the basin was covered with 12' — 18" of water, as estimated by
Rick Proctor, owner. In response to my misgivings about the design basis (infiltration)
brought on by the presence of water, Rick agreed to measure the loss of water (if any) over
the next several days and report that to Ken Pickle. We were unclear on the report time,
but my impression was that Rick would report on Friday of the same week, or on Monday of
the following week. PLT has another ATC/NOI being processed based on the infiltration
design concept. My approval of such a design concept will be influenced by the
performance of the Selma facility.
2. Atlantic Scrap, Benson(?). Myrl made a brief inspection in response to a fire over the
weekend. I was unclear on whether the facility had a point source discharge, whether a
stormwater permit was required, and where to take a sample. No action for KBP.
3. Heritage Concrete, Sanford. A ready -mixed concrete site considering upgrading the
treatment of wastewater. Myrl wanted us to stop by and talk with them about the
requirements for an ATC for the new construction. Here's where I first realized that perhaps
portions of the regulated industry did not understand what we mean when we say we want
"engineered" drawings. Some, apparently, have not understood our demand for an
engineered design as a demand for an accounting of the waters generated on the site.
4. Saiden Technologies, Sanford. An adhesives manufacturer. Discovered a milky emulsion in
the drainage feature at the back of the facility. Unknown material. Plant manager could
not offer an explanation of the cause or even what the material was. Myrl to follow up with
continuing contact with the facility.
5. Lane Construction, Tryon Road and US1, Raleigh. A batch concrete site for road
construction. Inspected the two new settling pits for the pavement sawing operation
wastewater. The small basin was full of solids. The large basin had a pump suction hose
dropped in it and a sediment filter bag in place. The original system seemed choked with
solids for most of the settling volume. There was a mystery pump line that appeared to go
under the highway from the first small settling pit where the truck wash out first begins
treatment.
Ken
No � hCarolina
�Natrrrn!/j
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone] Customer Service
Internet: www.newatergualitv.arg Location: 512 N. Salisbury St. Raleigh, NC 27604 Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50% Recycled/10% Post Consumer Paper

Permit review for NCG140362,PLT Concrete Services —Selma plant
1/16/08 — -
kbp
Conclusion on above review date: Issue permit and letter with conditions.
Review notes
1. Submittal parts
a. Design plan, design details, design talcs, design narrative by Herring -Sutton
& Assoc. submitted 7/16/06.
b. Extraneous submittal materials: apology fax for delay in submittal; DLR
approval of ESCP; WQ0030117 sewer line permit.
c. Submittal sufficient.
2. Given lengthy delay on KBP's desk, construction has already been completed.
Suggest we treat as an existing site, not as a non-compliance problem by the
permittee for construction without an ATC nor as discharging without a permit (It's a
non -discharge design, based on infiltration.)
3. Submittal review:
a. Property lines shown? Yes
b. Stamped and dated? Yes
c. Outfalls located? Yes
d. Sufficient topography and detail to show how stormwater and wastewater are
generated, directed, conveyed, captured, and treated? Yes
e. Features:
L Entire site drains to very large infiltration basin with emergency
overflow for >25-yr rain plus 1' freeboard. This basin directly receives
site stormwater, aggregate drainage, truck rinse, and loading area
wash down.
ii. Five -bay, 25-yr recycle system for drum wash. Recycle system
overflow (from >25-yr event) goes to large infiltration basin.
iii. WS-IV NSW receiving water. DEH requires quarterly fecal coliform
testing because the system is within 5 miles of a downstream public
water supply intake. Determine to include requirement in transmittal
letter. Permittee agreeable to fecal monitoring. (It`s likely that there
will not be a discharge to monitor in most quarters.)
f. Design review: Infiltration is shown to be a viable disposal mechanism by in -
situ soils testing at the elevation of the bottom of the basin; talcs use 25-yr
rain of 6.8", a reasonable amount for Selma; runoff curve number of 88
(moderately high) is ok;
4. Design permitting basis summary: Under the 25-yr storm there are no wastewater or
stormwater discharges from the site. For over the 25-yr storm, and presuming
exhaustion of the additional 1' freeboard, the wastewater fraction would be greatly
diluted in the pond, and in the stormwater inflow, presuming that the infiltration
function has effectively drained the basin to very near the bottom of the 7' deep
basin. TSS, Settleable Solids, and pH all very likely diluted to within permit limits,
even for a rain > 6.8". Coverage under NCG14 ok.
END

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Johnston County, North Carolina
to 6, and chroma of 4 to 8. It is silty clay loam, silty
clay, or clay loam.
The BC horizon has hue of 5YR to 10YR, value of 4
to 6, and chroma of 4 to 8. It is silt loam or silty clay
loam.
The C horizon is soft, multicolored saprolite in
shades of red, yellow, brown, pink, purple, and white. It
is silt loam, loam, silty clay loam, or the channery
analogs of those textures.
The Cr horizon is a multicolored mixture of hard,
platy rock fragments and crushable fragments. The
crushable material has a texture of silt loam or silty clay
loam.
Norfolk Series
The Norfolk series consists of very deep, well
drained soils on broad interstream divides in the
uplands on the Coastal Plain. These soils formed in
loamy marine sediments. itaPes range 0 to 6
percent.�Ioam/oosland,
Typical pedon o Norf0,to 2 percent
slopes-, about 6 miles soenson; about 1,400
feet northwest of the junction of Secondary Roads 1112
and 1105, in a cultivated field (State plane coordinates
2,150,800 feet E., 571,000 feet N.)-.
AP-0 to 9 inches; brown (10YR 4/3) loamy sand; weak
fine granular structure; very friable; common fine
roots; moderately acid-, abrupt wavy boundary.
E-9 to 14 inches; light yellowish brown (2.5Y 6/4)
loamy sand-, weak fine granular structure; very
friable; few very fine roots; moderately acid; clear
smooth boundary.
Bt1-14 to 26 inches; yellowish brown (10YR 5/6)
sandy clay loam; weak medium subangular blocky
structure; friable, sticky and slightly plastic; few fine
roots; common fine and very fine pores; few faint
clay films on faces of peds; strongly acid; gradual
smooth boundary.
Bt2-26 to 41 inches; yellowish brown (10YR 5/6)
sandy clay loam; common medium distinct yellowish
red (5YR 5/6) mottles; weak medium subangular
blocky structure; friable, sticky and slightly plastic;
few very fine roots; common fine and very fine
pores; few faint clay films on faces of peds; very
strongly acid-, gradual smooth boon a
Bt3-41 to 58 inches; yellowish brown (10YR 5/6
sandy clay loam; many medium distinct yellowish
red 5YR 5i6 and red (2.5YR 4/6) mottlas; weak
medium subangular oc tiructrn'rriable, sticky
and slightly plastic; few very fine and medium
pores; few faint clay films on faces of peds; very
strongly acid; gradual smooth boundary.
V
Sri s�h�
5 ?
JJ--
'� 81
BC-58 tQ__� ,lacft�5, mottt�a yt3tYb1�v1 d-{��F 5L5�
an ellowish wn (10YR 5/6) sandy clay loam;
weak medium subang' 7u a`r 15TOcky structure" friable,
sticky and slightly plastic; few very fine pores; few
nodules of plinthite; very strongly acid.
The thickness of the solum is more than 60 inches.
Reaction is extremely acid to strongly acid throughout,
except where the surface layer has been limed.
The A horizon has hue of 10YR or 2.5Y, value of 4
or 5, and chroma of 2 to 4. The E horizon has hue of
IOYR or 2.5Y, value of 4 to 7, and chroma of 2 to 6. It
is loamy sand, sandy loam, or fine sandy loam.
The Bt horizon has hue of 7.5YR or 10YR, value of 5
to 8, and chroma of 3 to 8. It is dominantly sandy clay
loam. In some pedons it is clay loam below a depth of
40 inches. In the lower part, it has mottles in shades of
red, brown, yellow, or gray. In some pedons it has as
much as 5 percent firm, brittle nodules of plinthite.
The BC horizon has hue of 5YR to 2.5Y, value of 4
to 7, and chroma of 1 to 8, or it is mottled in shades of
these colors. It is sandy clay loam, clay loam, sandy
clay, or clay.
The C horizon has hue of 2.5YR to 5Y, value of 4 to
8, and chroma of 1 to 8, or it is mottled in shades of
these colors. Texture ranges from sand to clay.
Pacolet Series
The Pacolet series consists of very deep, well
drained soils on hillslopes on the Piedmont. These soils
formed in loamy and clayey material weathered from
schist and gneiss. Slopes range from 10 to 25 percent.
Typical pedon of Pacolet loam, 10 to 15 percent
slopes; about 2 miles north of Wilsons Mill; about 2,450
feet east of the junction of Secondary Roads 1904 and
1903 and 600 feet north of Secondary Road 1904, in a
cutover wooded area (State plane coordinates
2,192,600 feet E., 676,700 feet N.):
A-0 to 5 inches; dark reddish brown (5YR 3/3) loam;
weak medium granular structure; friable, slightly
sticky and slightly plastic; about 12 percent quartz
pebbles; many fine and medium roots; moderately
acid; clear smooth boundary.
Bt1-5 to 13 inches; red (2.5YR 4/6) clay; weak
medium subangular blocky structure; friable, sticky
and plastic; common distinct clay films on faces of
peds; few fine and medium roots; about 10 percent
quartz pebbles; moderately acid-, clear smooth
boundary.
Bt2-13 to 25 inches; red (2.5YR 4/6) clay; weak
medium subangular blocky structure; friable, sticky
and plastic; common distinct clay films on faces of

r
156
TABLE 15.--PHYSICAL AND CHEMICAL PROPERTIES OF THE SOILS --Continued
Soil Survey
Soil name and
map symbol
I I
IDepthl
I I
i I
Clay
I I
I Hoist Permeability
I bulk I
1 density I
I I I I xrosion 1
IAvailablel Soil IShrink-swell I factors I Organic
I water Ireactionl potential I I I matter
ICapacity I I I R I T I
I In I
Pct
I g/cc I
In/hr
I In/in I PH
I I I
I Pct
NnD--------------
i I
1 0-7 1
10-27
1 I
11.25-1.551
0.6-2.0
f I
10,14-0.2014.5-5.5
I I I
1Low---------- 10.431
I
4 1 1-3
Nason
1 7-241
35-50
11.30-1.601
0.6-2.0
10.12-0.1914.5-5.5
1Moderate-----10.281
1
124-451
10-25
11.25-1.551
0.6-2.0
10.15-0.2014.5-5.5
1Low---------- 10.281
I
145 1
--
] --- 1
0.0-0.06
1 --- I---
I----------•-__I-_--I
I
I I
NnE--------------1 0-6 1
10-27
I I
11.25-1.551
0.6-2.0
I I
10.14-4.2014.5-5.5
I I f
ILow---------- 10.431
I
4 1 1-3
Nason
1 6-361
35-50
11.30-1.601
0.6-2.0
.0.195-5.5
10'0
(Moderate-----10.28f
I
136-421
10-25
11.25-1.551
0.6-2.0
2014
.5-5.5
1Low---------- 10.261
1
142 1
---
I --- I
0.0-0.06
-------------
NoA---------------14
I I
2-9
I i
11.55-1.
6.0-20
I
10.06-0.1113.6-5.5
I
1Low---------- 1II 0--.-17-I1I
5 1I .5-2
Norfolk
114-
-
-.651
0. -2.
10.10-0.1813.6-5.5
(Low ---------- 10.241
1
158-701
20-43
2.20-1.51
0.6-2.0
121
.24
1w101
1
NoB-------------- 1 0-141
2-8
11.55-1.701
6.0-20
! {
10.06-0.1113.6-5.5
I 1 I
ILow---------- 10.171
!
5 1 .5-2
Norfolk
114-3BI
18-35
11.30-1,651
0.6-2.0
10.10-0.1813.6-5.5
1Low---------- 10.241
1
138-701
20-43
11.20-1.651
0.6-2.0
10.12-0.1813.6-5.5
ILow---------- 10.241
1
170-991
---
I --- I
---
I --- I---
f------------- I ---- I
I
NuA*:
I I
1 I
I I
I I
I
I
Norfolk --------- 1 0-141
2-8
11.55-1.701
6.0-20
10.06-0.11I3.6-5.5
[Low ---------- 10.171
5 1 .5-2
114-581
18-35
11.30-1.651
0.6-2.0
10.10-0.1813.6-5.5
ILow---------- 10.241
1
158-701
20-43
11.20-1.651
0.6-2.0
10.12-0.1813.6-5.5
ILow---------- 10.241
1
Urban land.
I I
I I
I I
I I
I I
1 I
! I I
I I 1
I
I
I I
PaD-------------- 1 0-5 1
8-20
I I
11.00-1.501
2.0-6.0
1 !
10.08-0.1214.5-6.0
I I I
ILow---------- 10.201
I
3 1 .5-2
Pacolet
1 5-251
35-65
11.30-1.501
0.6-2.0
10.12-0.1514.5-6.0
ILow---------- 10.281
1
125-351
15-30
11.20-1.501
0.6-2.0
10.08-0.1514.5-6.0
ILow---------- 10.281
1
135-601
10-25
11.20-1.501
0.6-2.0
10.08-0.1514.5-6.0
ILow---------- 10.261
1
1 1
PaE-------------- 1 0-8 1
8-20_
1 1
)1.00-1.501
2.0-6.0
1 1
10.08-0.1214.5-6.0
1 ! 1
ILow---------- 10.201
1
3 1 .5-2
Pacolet
1 8-281
35-65
11.30-1.501
0.6-2.0
10.12-0.1514.5-6.0
ILow---------- 10.261
1
128-351
15-30
11,20-1.501
0.6-2.0
10.08-0.1514.5-6.0
ILow---------- 10.281
1
135-601
10-25
11.20-1.501
0.6-2.0
10.08-0.1514.5-6.0
ILow---------- 10.281
1
Pn---------------
i I
1 0-261
5-20
I I
11.20-1.501
2.0-6.0
I I
10.10-0.1614.5-6.5
I I 1
ILow---------- 10.171
I
5 1 2-9
Pantego
126-721
1
18-35
11.30-1.601
0.6-2.0
10.12-0.1814.5-6.5
ILow---------- 10.241
1
Ra---------------
1
1 0-5 1
5-20
1 1
11.30-1.601
2.0-6.0
1 1
10.10-0.1413.6-6.5
1 1 1
1Low---------- 10.201
1
5 1 1-6
Rains
1 5-441
18-35
11.30-1.601
0.6-2.0
10.11-0.1513.6-5.5
ILow---------- 10.241
1
144-621
18-40
11.30-1.501
0.6-2.0
10.10-0.1513.6-5.5
ILow---------- 10.281
1
162-881
15-45
11.30-1.601
0.6-2.0
10.10-0.1513.6-5.5
ILow---------- 10.281
RbA*�
I I
I I
I I
I I I
l
Rains ----------- 1 0-5 1
5-20
11.30-1.601
2.0-6.0
10.10-0.1413.E-6.5
ILow---------- 10.201
5 1 1-6
1 5-441
18-35
11.30-1.601
0.6-2.0
10.11-0.1513.6-5.5
ILow---------- 10.241
1
144-621
18-40
11.30-1.501
0.6-2.0
10.10-0.1513.6-5.5
ILow---------- 10.281
1
162-801
I
15-45
11.30-1.601
0.6-2.0
10.10-0.1513.6-5.5
ILow---------- 10,281
1
Urban land.
I
I 1
I I
I I
I I
I I
I I I
I I I
I
I
RnF--------------
I 0-8 1
5-20
11.30-1.501
2.0-6.0
10.08-0.1214.5-6.5
(Low ---------- 10.241
3 1 .5-2
Rion
1 8-321
18-35
11.40-1.501
0.6-2.0
10.08-0.1514.5-6.5
ILow---------- 10.201
1
132-601
2-20
11.30-1.501
2.0-6.0
10.06-0.1214.5-6.5
ILow---------- 10.201
1
1 1
Ro--------------- 1 0-8 1
10-27
1 1
11.20-1.501
0.6-2.0
1 1
10.14-0.2013.6-5.5
1 1 1
(Low----------10.371
1
4 1 .5-2
Roanoke
1 8-131
20-35
11.20-1.501
<20
10.16-0.1913.6-5.5
1Moderate----- 10.241
1
113-551
35-60
11.-35-1.651
<0.2
10.10-0.1913.6-5.5
1Moderate-----10.241
1
155-601
I 1
5-50
11.20-1.501
I I
0.06-20
10.04-0.1413.6-6.5
I I
IModerate-----10.241
I I I
I
I
See footnote
at end of
table,

IL
- 110
TA9LZ 1.--TZWZRATURZ AND PRZCIPITATION
(Recorded in the period 1962-78 at Smithfield, North Carolina)
Soil Survey
I
I
Temperature
!
I
I
Precipitation
I
I
I
I 2 years in
I
1
12 years in 101
!
I
I
I
I 10 will have--
1 average
I
I will have-- I
Average I
month 1AveragelAveragelAveragal
I
Inumber oflAveragal I
Inumber oflAverage
I
daily I
daily I
I Maximum I
Minimum
I growing
I
I Less I
More Idays withlsnowfall
Imaximaslminimml
Itemperatureltemperaturel
degree
I
{than--Ithan--10.10 inchl
I
I
I
I higher I
lower
I days*
I
{ I
I
or more I
I
I
i
I than-- I
than--
I
I
I {
i
I
!
t I
! I
r
I ! I
F
I Unite
I In
I Ia f
In
I
In
January -----I
53.6 1
30.9 I
42.3
I 77 I
8
I 54
1 3.79
1 2.391
5.041
8 1
0.8
• I
lebruary ---- 1
I
56.9 1
I
32.7 1
44.9
I I
1 79 1
13
I
1 51
I
1 4.14
I I
1 2,351
I
5.591
I
7 1
.7
I
March ------- 1
I
64.6 1
I
39.4 1
52.0
I I
1 86 1
21
I
1 161
I
1 4.11
I I
1 2.801
I
5.301
I
8 1
.1
I
April ------- 1
I
75.4 1
I
47.7 !
61.5
I I
I 92 1
30
I
1 345
I
1 3.38
I I
1 2.651
I
4.791
I
6 1
.0
I
May --------- 1
I
82.2 1
!
56.0 1
69.1
I I
1 97 1
37
!
1 592
I
1 3.79
I I
1 2.261
I
5.151
I
7 1
.0
I
June -------- 1
I
I
88.2 1
I
63.3 1
75.7
1 I
1 101 1
I I
48
I
1 771
I
I
1 3.74
I
I E
1 2.061
I
5.111
I
6 1
.0
July -------- 1
I
90.9 1
I
67.5 1
79.2
1 100 1
53
1 905
1 5.94
I I
1 2.751
I
8.531
I
8 1
.0
I
August ------ 1
I
$9.6 1
I
66.7 1
78.2
I I
1 99 1
53
l
1 874
I
1 4.64
I E
I 2.201
I
6.981
I
7 1
.0
I
September---1
I
84.5 1
I
60.1 1
72.4
I I
l 96 I
42
I
I 672
I
1 4.55
I !
I 2.221
I
6.501
I
6 1
.0
I
October ----- 1
I
74.5 1
I
48.4 1
61.5
1 I
I 90 I
26
l
1 365
I
1 3.27
I I
1 .981
I
5.111
I
5 1
.0
I
November ---- 1
I
65.0 1
I
38.0 1
51.5
I I
1 83 1
i8
I
1 99
I
1 2.84
I I
1 2.421
I
4.001
I
5 1
.0
December ----I
I
55.7 1
I
32.1 I
I
43.9
1 76 l
! I
11
1 54
I
1 3.42
I
1 1.831
I f
4.711
I
6 1
I
.0
I
Yearly: I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
I I
I I
I
I
I
I
Average ---I
73.4 1
48.6 1
61.0
I I
1 --- I
---
I
I ---
I
I ---
I I
I ---i
I
---I
I
--- I
---
I
Zxtreme---I
I
--- I
!
--- !
---
I I
I 102 I
8---
I
I
I I
I
I
I
Total ----- I
I
I
--- !
I
!
--- I
I
---
I I
I --- I
I I
---
I
1 4,943
I
I
1 47.81
I
I t
1 40.821
I I
I
54.521
I
I
79 1
I
1.6
* A growing degree day is a unit of heat available for plant growth. It can be calculated by adding the
maximum and minimum daily temperatures, dividing the sum by 2, and subtracting the temperature below which
growth is minimal for the principal crops in the area (50 degrees 7).

z
j
L
A %
'n
A" Al 48'
Ve.
"W
-�Xlqoo)
A" Gravel
%
Pills;.
ri on'nit.
IX
.Y and and Gravel
sk/
s—
Dharge Site N­ TAA, 362
I N�_
K
h7i\ M-
f✓ m 11RO
Z)
4
Jr\
w S.,
d woW
r Ll N
'Disposal
47e
Y //10
\-'r Ojil
JI
s
,z
N
S
Cerm r
IRadii) T
G ravel T.91ja
(WM PM)
Omemorial'Gard S-
JI, 1 ;f
_e
. I \, — " - i I." i !lCerrittery)
,Substatio
L
J:
IL rive
A
T
o"
Copyright (C) 1998, Maptech, Inc.

Markers
Name: Discharge Site - NCG140362
Short Name: Dschrg
Coordinates: 035' 33' 15.92" N, 078' 18' 49.40" W
Comment: Pt_T Concrete Services, subbasin 03-04-02, Neuse River Basin, Johnston County,
unnamed tributary to Mill Creek (at Selma) to Neuse River, class WS-IV NSW,
USGS quad E25SE

q
Herring -Sutton
& ASSOCIATES - P.A.
ENGINEERS - SURVEYORS - PLANNERS
February 26, 2008
Stormwater Permitting Unit.
NC Division of Water Quality
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Attention Coleen H. Sullins
Subject: PLT Concrete Services
Selma, North Carolina Facility
Dear Ms: Sullins:
§V.
83.E
a�ao�a
Enclosed for your files is the Engineer's Certification for the recycling facility serving the
above subject ready mix concrete plant. The recycling system is in operation and
working as intended. Also the non -discharge infiltration pond is working as designed
based upon my inspection earlier this month.
If upon review of the above you should have any questions, please feel free to call me.
Respectfully,
Herri - utton and Associates, P.A.
Ro' nie L. Sutton, P.E.
Cc: Ricky Proctor, PLT Concrete Services
2201 Nash Street NW - Wilson, North Carolina 27896 - [phone] - Fax [phone]

Rick Proctor
Page 3 of 3
January 16, 2008
Engineer's Certification {COC No. NCG140362
as a duly registered Professional Engineer in the
State of North Carolina, having been authorized to observe (periodically, weekly, full time)
the
construction of the project, 7 C41azu'L }c �� , ��1 �•_ >�1.�
Project Name Loc Lion
for the Permittee, hereby state that to the best of my abilities, due care and diligence was
used in the observation of the following installations:
Construction of an infiltration basin, a five -chamber drum wash recycle system, drainage
ditches, and other related incidental features, all in the configuration and locations
shown on the approved plans and specifications.
I certify that the construction of the above referenced project was observed to be built
within substantialT�Mpliance and intent of the approved plans and specifications.
Signature
Date . _4el 2G —6
gistration No. �-0 f 'y
Mail this Certification to: Stormwater Permitting Unit
NC Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27699-1617

Box # /a3
,OP 23 .5�

I
;
E M E R G E N Cy
SPILLWAY
99.
100
r
101
10 2
p
b O O
OpOO 000 000000
r.
,
r
102
000000000000
0�0000 - 0
r
WATER QUALITY POND SUMMARY
I
00 , 000pp000
r
`
100
DRAINAGE AREA: 6.00 AC.
POND INVERT; 94.00
r
(0)� 9 9
98
rPRIMARY
NORMAL POOL: 98.00
SPILLWAY ELEV.
TOP OF POND;
r
9 6
INV. INTO POND: 98.00 f
EMERG. SPILLWAY ELEV. 4eo:9B- 5 10�. �S -
er
r
r
F4
.:.
`
180 RCP
INV=98.50
o
INV 98.00
18 0 RCP
9495
r
r
1�
�
INV 98.00
197
r�
r
98
r
99
100
1.0' THK CLASS "A" STONE
-
r
101 10 2
-C1
SPILLWAY WIDTH
2V-0" GRASS
3; 1 SLOPE
`I �� I � `- BOTTOM ELEV. 100.9 ,
ENGINEERING FABRIC LINING'
r
-
�{ 1171
�
EMERGENG Y SPILL WA Y - SECTION THRU-
0
--" "'
_
_
th
NOT TO SCALE
o� v
SWAL
r
-
r o
\
`
`
`
\
STRAW NET LINED GRASS
I Ili I.3 1 N
W
do
Qxa �Q
i
r
GRASS a N w
Ll
I
/
/ /
o
Q
GRASS LINED SWALE - SECTION THRU.
N
NOT TO SCALE
J
I
RECEDED
TOP POND ELEV. 102.00
TOP POND ELEV. 102.00
TOP POND ELEV. 102,00
A
BOTTOM ELEV, 94.00
-y
BOTTOM ELEV. 94,00 /
' "`INC`
ffie: P?'°6i'1&StSUTTN ASSMATES P.
cwaa"a;.�iCitri"`�t r. A.
\ `\
/ / /
\ \ p
C.,stdt,s t �r F t ordanc@ with these documQn s
require, by 7 P stol-riwater ;permit. North Caro Ina
,,8s r@q, _ ,lat the stcrmwater system designer
l,� t dlarlr� c�-n rtdlt lion; certify oonfri r �} vlth th,, C
SECTION A —A
SECTION 8—B
I rp�JCl� ti4� Y6 z - _ Date— `< ISSUE DATE:
�__ NC IOi�,Sl�n c, ��_4
�d., PROD. ENGIN .
NOT TO SCALE
NOT TO SCALE
20 0 20 40 s 60
P: \05PROJ\4489\4489-Iddt\dwg\4489A- SITE. dwg 5/2/2006 4: 20:00 PM EDT
ttvuntti
•`� CARp
���E••�°'�9"°=erring—Sutton
Revision
Date
BY
Date March 2006
& Associates,P.A.
PLT
CONCRETE P T
SaleMap
No.
_"
- 1$0 =
=.
Engineers —
Surveyors — Planners
Selma,
NCSheet
Pond
Details
_ ,
(UNLESS NOTED)
05-4489A
%�e'�:"•s�,.-''
2201 Nash Street
NW Wilson,
North Carolina 27896 [phone]
No. 5 of 6
�.r7
• � . . .I' is .'I .1:. -,/. 1--1 Z'.!•f j1- 'jt'.+�1''V
- .. .. - - .... .. .. 1. .. .. �. ... .... .

SEEDING SCHEDULE
SEEDING (PERM.)
SEEDING MIXTURE
SPECIES RATE(LB/ACRE)
TALL FESCUE 120
PENSACOLA BAHIAGRASS 50
SERICEA LESPEDEZA 30
KOBE LESPEDEZA 10
SEEDING NOTES
1. FROM SEPT. 1- MAR. 1 USE UNSCARIFIED SERICEA SEED.
2. ON POORLY DRAINED SITES OMIT SERICEA AND INCREASE KOBE TO 30 LB/ACRE.
3. WHERE A NEAT APPEARANCE IS DESIRED, OMIT SERICEA AND INCREASE KOBE
TO 40 LB/ACRE.
NURSE PLANTS
BETWEEN APR. 15 AND AUG. 15, ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE
SUDANGRASS. PRIOR TO MAY 1 OR AFTER AUG. 15, ADD 25LB/ACRE RYE (GRAIN).
SEEDING DATES
BEST POSSIBLE
EARLY SPRING: FEB. 15- MAR. 20 FEB. 15- ARP, 30
SEPT. 1- SEPT. 30 SEPT, 1- OCT. 31
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TEST, OR APPLY 3,000-5,000
LB/ACRE GROUND AGRICULTURAL LIMESTONE (USE THE LOWER RATE ON SANDY
SOILS) AND 1,000 LB/ACRE 1D-10-10 FERTILIZER,
APPLY 4,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE
MULCH. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR ROVING OR BY
CRIMPING WITH A MULCH ANCHORING TOOL. TACKING RATE TO BE 0.10 GALLONS PER
SOUARE YARD, A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A
MULCH ANCHORING TOOL.
MAINTENANCE
IF GROWTH IS LESS THAN FULLY ADEQUATE, REFERTILIZE IN THE SECOND YEAR,
ACCORDING TO SOIL TESTS OR TOPDRESS WITH 500 LB/ACRE 10-10-10 FERTILIZER.
MOW AS NEEDED WHEN SERICEA IS OMITTED FROM THE MIXTURE, RESEED, FERTILIZE,
AND MULCH DAMAGED AREAS IMMEDIATELY.
TEMPORARY SEEDING (SUMMER)
SEEDING MIXTURE
SPECIES RATE(LB/ACRE)
GERMAN MILLET 40
IN THE PIEDMONT AND MOUNTAINS, A SMALL -STEMMED SUDANGRASS MAY BE
SUBSTITUTED AT A RATE OF 50 LB/ACRE.
SEEDING DATES
MOUNTAINS- MAY 15- AUG. 15
PIEDMONT- MAY 1- AUG, 15
COASTAL PLAIN- APR. 15- AUG. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND
AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER.
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING
OR A MULCH ANCHORING TOOL. TACKING RATE TO BE 0.10 GALLONS PER SQUARE
YARD. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH
ANCHORING TOOL,
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTIUZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE
LEVEL SPREADER DETAIL
TRANSITION TO
,.;�'�• _ 0 GRADE
VEGETATED
DIVERSION
STABILIZED
SLOPE
J /
'Yr l!i ti -1 t
STABLE
UNDISTURBEDSyr ��,�� �-�•. rr.
OUTLET sir It �r. •ti, 'ir 14 ti
141
AIn �lr�
N "r6 r,
iL ' it X„ 41, lh iri nth
j ,,'�h �,iG •.yq ��: d,
VARIABLE
MATERIAL
STAPLED IN r 6" MIN
PLACE jiz�L
i t-I 11=1 IE I I I 1 I 1=1 I-. I -I I - 11=1 11= 1
ILIA I I�IIIII�III�III I,IIII�IIIII;IIII�11„1�1-�1I=
LEVEL LIP BURIED
OF SPREADER 6"MIN
DETAIL OF LEVEL SPREADER CROSS SECTION.
NOTES:
- LEVEL SPREADER IS DESIGNED TO DISPERSE SMALL VOLUMES OF
CONCENTRATED FLOW ACROSS STABLE SLOPES.
- TO BE NSTALLED PER NCDENR CURRENT STANDARDS AND SPECIFICATIONS,
TEMPORARY SEEDING (FALL)
SEEDING MIXTURE
SPECIES RATE(LB/ACRE)
RYE 120
SEEDING DATES
MOUNTAINS- AUG. 15- DEC. 15
COASTAL PLAIN AND PIEDMONT- AUG. 15- DEC, 30
SOIL AMENDMENTS
FOLLOW SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL UMESTONE
AND 1,000 LB/ACRE 10-10-10 FERTILIZER,
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING
OR A MULCH ANCHORING TOOL TACKING RATE TO BE 0.10 GALLONS PER SQUARE
YARD. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH
ANCHORING TOOL,
MAINTENANCE
REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPORESS WITH 50 LB/ACRE
OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WITH 50 LB/ACRE KOBE (PIEDMONT AND COASTAL PLAIN) OR
KOREAN (MOUNTAINS) LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH.
TEMPORARY SEEDING (SUMMER)
SEEDING MIXTURE
SPECIES RATE(LB/ACRE)
RYE (GRAIN) 120
ANNUAL LESPEDEZA (KOBE IN
PIEDMONT AND COASTAL PLAIN,
KOREAN IN MOUNTAINS 50
OMIT ANNUAL LESPEDEZA WHEN DURATION TEMPORARY COVER IS NOT TO EXTEND
BEYOND JUNE,
SEEDING DATES
MOUNTAINS- ABOVE 2500 FT: FEB. 15- MAY 15
BELOW 2500 FT: FEB. 1- MAY 1
PIEDMONT- JAN, 1- MAY 1
COASTAL PLAIN- DEC. 1- APR. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL
LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING
OR A MULCH ANCHORING TOOL TACKING RATE TO BE 0.10 GALLONS PER SQUARE
YARD. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH
ANCHORING TOOL,
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE, RESEED, REFERTILIZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
SEEDBED PREPARATION
SEEDING (PERM.)
SEEDBED PREPARATION
PRIOR TO THE SEEDING, THE CONTRACTOR SHALL CUT AND SATISFACTORILY DISPOSE
OF WEEDS AND OTHER UNACCEPTABLE GROWTH ON THE AREAS TO BE SEEDED.
UNEVEN AND ROUGH AREAS, AND OTHER MINOR IRREGULARITIES WHICH CANNOT BE
OBLITERATED BY NORMAL SEEDBED PREPARATION OPERATIONS, SHALL BE SHAPED
AND SMOOTHED AS DIRECTED BY THE ENGINEER TO PROVIDE FOR MORE EFFECTIVE
SEEDING AND FOR EASE OF SUBSEQUENT MOWING OPERATIONS,
THE SOIL SHALL THEN BE SCARIFIED OR OTHERWISE LOOSENED TO A DEPTH OF NOT
LESS THAN 5 INCHES EXCEPT AS OTHERWISE PROVIDED BELOW OR OTHERWISE
DIRECTED BY THE ENGINEER. CLODS SHALL BE BROKEN AND THE TOP 2 TO 3
INCHES OF SOIL SHALL BE WORKED INTO AN ACCEPTABLE SEEDBED BY THE USE OF
SOIL PULVERIZERS, DRAGS, OR HARROWS; OR BY OTHER METHODS APPROVED BY THE
ENGINEER, ALL ROCK AND DEBRIS 2 INCHES OR LARGER SHALL BE REMOVED ON
CUT CUT OR FILL SLOPES WHICH ARE 3:1 OR FLATTER , MEDIANS, SHOULDERS, AND
DITCH SLOPES PRIOR TO THE APPLICATION OF SEED AND FERTIUZER.
SEEDBED PREPARATION WITHIN 2 FEET OF THE EDGE OF ANY PAVEMENT SHALL BE
LIMITED TO A DEPTH OF 2 TO 3 INCHES.
THE PREPARATION OF SEEDBEDS SHALL NOT BE DONE WHEN THE SOIL IS FROZEN,
EXTREMELY WET, OR WHEN THE ENGINEER DETERMINES THAT IT IS IN AN OTHERWISE
UNFAVORABLE WORKING CONDITION.
CHECK DAM FOR EXIST C+Gi
#57 WASHED STONE
10" AT
.. 2.
k
EXISTING ASPHALT �t `' , N1 CENTER
SECTION A -A
STONE SHOULD BE PLACED OVER THE CHANNEL BANKS
TO KEEP WATER FROM CUTTING AROUND THE DAM,
r• I I / • • I t 1 �I'��! / �'
EXISTING ASPHALT A
\A CARp4 ''%,
.� • . 9%
SE •
= errin --Sutton & Associates, P.A.
° Engineers - Surveyors - Planners
i ' '•�. 2201 Nash Street NW Wilson North Carolina 27896 252 291-8887
TEMPORARY WIRE FENCE
INLET PROTECTION
6.52
� TEMPORARY WIRE FENCE AND GRAVEL INLET PROTECTION
DEFINITION A SEDIMENT CONTROL BARRIER FORMED AROUND A STORM DRAIN INLET BY THE USE OF WIRE
FENCING AND GRAVEL.
PURPOSE TO HELP PREVENT SEDIMENT FROM ENTERING STORM DRAINS BEFORE STABILIZING THE
CONTRIBUTING WATERSHED. THIS PRACTICE ALLOWS EARLY USE OF THE STORM DRAIN SYSTEM,
MAINTENANCE INSPECT THE BARRIER AFTER EACH RAIN AND MAKE REPAIRS AS NEEDED.
REMOVE SEDIMENT AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR SUBSEQUENT
RAINS.
WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN ADEQUATELY STABILIZED, REMOVE ALL
MATERIALS AND ANY UNSTABLE SEDIMENT, AND EITHER SALVAGE OR DISPOSE OF IT PROPERLY.
BRING THE DISTURBED AREA TO PROPER GRADE, THEN SMOOTH AND COMPACT IT.
APPROPRIATELY STABILIZE ALL BARE AREAS AROUND THE INLET.
STANDARD METAL POSTS
2'-0" IN GROUND
GALVANIZED
HARDWARD WIRE
EXTENDS TO
TOP OF BOX
PLAI—,
CED TO A HEIGHT
OF 12"-18" MIN
ABOVE TOP OF BOX
OUTLET STABILIZATION STRUCTURE
6.41
IIIIIIIIIIII1111C
OUTLET STAB, STRUCTURE
DEFINITION
A STRUCTURE DESIGNED TO CONTROL EROSION AT THE OUTLET OF A
CHANNEL OR CONDUIT.
PURPOSE
TO PREVENT EROSION AT THE: f',jiLET OF A CHANNEL OR CONDUIT BY
REDUCING THE VELOCITY OF FLOW AND DISSIPATING THE ENERGY.
DESIGN CRITERIA
DESIGN PROCEDURES FOR RIPRAP OUTLET STRUCTURES ARE PRESENTED IN
APPENDIX 8.06,
THE CRITERIA FOR DESIGN OF RIPRAP OUTLETS ARE:
CAPACITY--10 YR. PEAK RUNOFF OR THE DESIGN DISCHARGE OF THE
WATER CONVEYANCE STRUCTURE, WHICHEVER IS GREATER,
TAILWATER DEPTH-- DETERMINE THE DEPTH OF TAILWATER IMMEDIATELY
BELOW THE PIPE OUTLET BASEC ON THE DESIGN DISCHARGE PLUS OTHER
CONTRIBUTING FLOWS. IF THE TAILWATER DEPTH IS LESS THAN HALF THE
DIAMETER OF THE OUTLET PIPE AiND THE RECEIVING STREAM IS
SUFFICIENTLY WIDE TO ACCEPT -HE DIVERGENCE OF FLOW, IT IS CLASSED
AS A MINIMUM TAILWATER CONDITION, IF THE TAILWATER DEPTH IS GREATER
THAN HALF THE PIPE DIAMETER, IT IS CLASSED AS A MAXIMUM TAILWATER
CONDITION, PIPES THAT OUTLET 'INTO BROAD FLAT AREAS WITH NO DEFINED
CHANNEL MAY BE ASSUMED TO HAVE A MINIMUM TAILWATER CONDITION
UNLESS SITE CONDITIONS INDICATE OTHERWISE,
APRON SIZE-- THE APRON LENGTH AND WIDTH CAN BE DETERMINED
ACCORDING TO THE TAILWATER CONDITION, IF THE WATER CONVEYANCE
STRUCTURE DISCHARGES DIRECTLY INTO A WELL-DEFINED CHANNEL, EXTEND
THE APRON ACROSS THE CHANI'EL BOTTOM AND UP THE CHANNEL BANKS
TO AN ELEVATION OF 0.5 FT, ABOVE THE MAXIMUM TAILWATER DEPTH OR
TO THE TOP OF THE BANK, WHICHEVER IS LESS (FIGURE 6,41C).
THICKNESS-- MAKE THE MINIMUM THICKNESS OF RIPRAP 1.5 TIMES THE
MAXIMUM STONE DIAMETER,
STONE QUALITY-- SELECT STONE FOR RIPRAP FROM FIELD STONE OR
QUARRY STONE. THE STONE SHOULD BE HARD, ANGULAR, AND HIGHLY
WEATHER -RESISTANT. THE SPEC',IC GRAVITY OF THE INDIVIDUAL STONES
SHOULD BE AT LEAST 2.5.
FILTER --INSTALL A FILTER TO PREVENT SOIL MOVEMENT THROUGH THE
OPENINGS IN THE RIPRAP. THE FILTER SHOULD CONSIST OF A GRADED
GRAVEL LAYER OR A SYNTHETIC FILTER CLOTH, DESIGN FILTER BLANKETS
BY THE METHOD DESCRIBED IN PRACTICE 6,15, RIPRAP.
CONSTRUCTION
1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE
SPECIFICATIONS
REQUIRED LINES AND GRADES SHOWN IN THE PLAN. COMPACT ANY FILL
REQUIRED IN THE SUBGRADE TO THE DENSITY OF THE SURROUNDING
UNDISTURBED MATERIAL, LOW AREAS IN THE SUBGRADE ON UNDISTURBED
SOIL MAY ALSO BE FILLED BY INCREASING THE RIPRAP THICKNESS,
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED
GRADING LIMITS SHOWN ON THE PLANS,
3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND BE
PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING INSTALLATION,
REPAIR ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER
PIECE OF FILTER CLOTH OVER THE DAMAGED AREA. ALL CONNECTING JOINTS
SHOULD OVERLAP A MINIMUM i- 1 FT, IF THE DAMAGE IS EXTENSIVE,
REPLACE THE ENTIRE FILTER CLOTH,
4, RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID
DAMAGING THE FILTER,
5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE
MAXIMUM STONE DIAMETER.
6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE
HARD, ANGULAR, HIGHLY -WEATHER -RESISTANT AND WELL GRADED.
7. CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFALL AT THE
END. MAKE THE TOP OF THE RIPRAP AT THE DOWNSTREAM END LEVEL WITH
THE RECEIVING AREA OR SLIGHTLY BELOW IT,
8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING
STREAM AND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH, IF A CURVE
IS NEEDED TO FIT SITE CONDITONS, PLACE IT IN THE UPPER SECTION OF
THE APRON,
9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS
WITH VEGETATION (PRACTICES 6.10, TEMPORARY SEEDING, AND 6.11,
PERMANENT SEEDING).
MAINTENANCE
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY
EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE OR IF STONES
HAVE BEEN DISLODGED, IMMEDIATELY MAKE ALL NEEDED REPAIRS TO
PREVENT FURTHER DAMAGE.
PLT CONCRETE PLANT
Selma, NC
PLAN
La
8 i
� d
NOTES• SECTION A -A FILTER BLANKET
SEE APPROPRIATE SCHEDULE FOR DIMENSIONS
1, LA IS THE LENGTH OF THE RIPRAP APRON,
2• D . 1,5 TIMES THE MAXIMUM STONE DIAMETER BUT
NOT LESS THAN 6"
3. IN WELL-DEFINED EXTEND THE APRON UP THE
CHANNEL BANKS TO A ELEVATION OF 6" ABOVE THE
MAXIMUM TAILWATER DEPTH OR TO THE TOP OF THE
BANK WHICH EVER IS LESS,
4, A FILTER BLANKET OR FILTER FABRIC SHOULD BE
INSTALLED BETWEEN THE RIPRAP AND SOIL
FOUNDATION.
PIPE CULVERT OUTLET PROTECTION FOR DEFINED CHANNEL
PIPE DIA.
�ARigBLE
-� Co
RIPRAP
TYPICAL CONC.
FLARED END
SECTION
ISOMETRIC VIEW
L E0� ,may
,r' r rrf3
� k
do =PIPE DIA -»..
Lo = APRON LENGTH
W - APRON WIDTH
3 X PIPE 0 MIN PUN
d = APRON DEPTH
I' Lo
SLOPE 0 Y FLOW
NOTES: d SECTION A -A
SEE APPROPRIATE SCHEDULE FOR DIMENSIONS FILTER BLANKET
1. LA IS THE LENGTH OF THE RIPRAP APRON.
2. d - 1.5 TIMES THE MAXIMUM STONE DIAMETER
BUT NOT LESS THEN 6'.
1 A FILTER BLANKET OR FILTER FABRIC SHOULD BE
INSTALLED BETWEEN THE RIPRAP AND SOIL
FOUNDATION,
PIPE OUTLET TO FLAT AREA - NO WELL DEFINED CHANNEL
FABRIC DROP INLET
PROTECTION (TEMPORARY)
.51
TEMP.
TEMP. DI PROTECTION
DEFINITION
A TEMPORARY FABRIC BARRIER PLACED AROUND A DROP INLET
PURPOSE
TO HELP PREVENT SEDIMENT FROM ENTERING STORM DRAINS DURING CONSTRUCTION
OPERATIONS THIS PRACTICE ALLOWS EARLY USE OF STORM DRAIN SYSTEM.
THIS PRACTICE MUST NOT BE USED NEAR THE EDGE OF FILL MATERIAL AND MUST NOT
DIVERT WATER OVER CUT OR FILL SLOPES,
DESIGN CRITERIA
ENSURE DRAINAGE AREAS DO NOT EXCEED 1 ACRE PER INLET,
KEEP THE MAXIMUM HEIGHT OF FABRIC ABOVE THE CREST OF THE DROP INLET AT 1,5 FT,
THIS HEIGHT ALLOWS A SHALLOW TEMPORARY DESILTING POOL TO FORM BEHIND THE
FABRIC BUT LIMITS THE PRESSURE AGAINST THE FABRIC IF OVERTOPPING OCCURS, THE
SELECTED HEIGHT OF THE TOP OF THE BARRIER SHOULD ALLOW OVERFLOW INTO THE DROP
INLET AND NOT LET OVERFLOW BYPASS THE INLET TO UNPROTECTED LOWER AREAS.
FOR FABRIC BARRIERS, USE STAKES WITH A MINIMUM LENGTH OF 3 FT, AND SPACE THEM
A MAXIMUM OF 3 FT, APART, AND SECURELY DRIVE THEM INTO THE GROUND
DRIVE THE STAKES CLOSE TO THE DROP INLET SO THAT OVERFLOW WILL FALL DIRECTLY
INTO THE STRUCTURE AND NOT ON UNPROTECTED SOIL.
TO ATTACH THE FABRIC, MAKE A FRAME AROUND THE STAKES A MAXIMUM OF 1,5 FT,
ABOVE THE TOP OF THE DROP INLET, THIS WILL SERVE AS A STABLE CREST FOR
OVERFLOW DURING RAINFALL,
ENSURE THAT BOTH FABRIC AND SUPPORTING STAKES ARE ARE SUFFICIENTLY STRONG
ENOUGH TO HOLD A 1,5 FT, HEAD OF WATER WITHOUT FAILURE (FIGURE 6.51A).
IMPROVED PERFORMANCE AND SEDIMENT STORAGE VOLUME CAN BE OBTAINED BY
EXCAVATING THE AREA,
CONSTRUCTION
1, AS SYNTHETIC FABRIC USE A PERVIOUS SHEET OF NYLON, POLYESTER, OR ETHYLENE
SPECIFICATIONS
YARN -- EXTRA STRENGTH (50 LB.\IN. MINIMUM) -- THAT CONTAINS ULTRAVIOLET RAY
INHIBITORS AND STABILIZERS. FABRIC SHOULD BE SUFFICIENTLY POROUS TO PROVIDE
ADEQUATE DRAINAGE OF THE TEMPORARY SEDIMENT POOL BURLAP MAY BE USED FOR
SHORT-TERM APPLICATIONS. IT MUST BE REPLACED EVERY 60 DAYS.
2. OUT FABRIC FROM A CONTINUOUS ROLL TO ELIMINATE JOINTS,
3. FOR STAKES, USE 2X4-INCH WOOD (PREFERRED) OR EQUIVALENT METAL WITH A
MINIMUM LENGTH OF 3 FT.
4. SPACE STAKES EVENLY AROUND THE PERIMETER OF THE INLET A MAXIMUM OF 3-FT,
APART, AND SECURELY DRIVE THEM INTO THE GROUND, APPROXIMATELY 18 INCHES DEEP,
5. TO PROVIDE NEEDED STABIUTY TO THE INSTALLATION, FRAME WITH 2X4-INCH WOOD
STRIPS AROUND THE CREST OF THE OVERFLOW AREA AT A MAXIMUM OF 1.5 FT. ABOVE
THE DROP INLET CREST,
6. PLACE THE BOTTOM 12 INCHES OF FABRIC IN A TRENCH AND BACKFILL THE TRENCH
WITH AT LEAST 4 INCHES OF CRUSHED STONE OR 12 INCHES OF COMPACTED SOIL,
7, FASTEN FABRIC SECURELY TO THE STAKES AND FRAME. JOINTS MUST BE OVERLAPPED
TO THE NEXT STAKE.
8, THE TOP OF THE FRAME AND FABRIC MUST BE WELL BELOW THE GROUND ELEVATION
DOWNSLOPE FROM THE DROP INLET TO KEEP RUNOFF FROM BYPASSING THE INLET, IT MAY
BE NECESSARY TO BUILD A TEMPORARY DIKE ON THE DOWNSLOPE SIDE OF THE
STRUCTURE TO PREVENT BYPASS FLOW, MATERIAL FROM WITHIN THE SEDIMENT POOL MAY
BE USED FOR DIKING.
MAINTENANCE
INSPECT THE BARRIER AFTER EACH RAIN AND MAKE REPAIRS AS NEEDED.
REMOVE SEDIMENT FROM THE POOL AREA AS NECESSARY TO PROVIDE ADEQUATE STORAGE
VOLUME FOR THE NEXT RAIN, TAKE CARE NOT TO DAMAGE OR UNDERCUT THE FABRIC
DURING SEDIMENT REMOVAL.
WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN ADEQUATELY STABILIZED, REMOVE
ALL MATERIALS AND ANY UNSTABLE SEDIMENT AND DISPOSE OF THEM PROPERLY. BRING
THE DISTURBED AREA TO THE GRADE OF THE DROP INLET AND SMOOTH AND COMPACT IT,
APPROPRIATELY STABILIZE ALL BARE AREAS AROUND THE INLET.
2 X 4" WOOD FRAME
1.5'
MAX
ti
z- 3
.--. M!N
U U
DROP INLET
WITH GRATE
i -FRAME
�- GATHER EXCESS
CORNERS
METAL
STAKE
11
INSTALLATION OF FABRIC AND SUPPORTING FRAME FOR INLET PROTECTION.
SILT FENCE
MIN. 12 -
LIM
MIN.
BOTTOM
�TRAN D
2 -112 go.
HIRES
NOTES:
WIRE SHALL BE MINIMUM OF 32' IN WIDTH AND SHALL
r,
.
HAVE A MINIMUM OF 6 LINE WIRES WITH 12' STAY
SPACING,
FILTER FABRIC SHALL BE MINIMUM OF 38' IN WIDTH AND
SHALL BE FASTENER ADEQUATELY TO WIRE AS DIRECTED
BY ENGINEER.
STEEL POST SHALL BE A MMIMIM OF B'- 0' IN HEIGHT
AN 3" OR MORE IN DIAMETER.
RECEIVED
STEEL POST
SHALL BE A MINIMUM
r
FILTER FABRIC
(�
6 N06
ORPOST
AND MORE IN METER. WIRE ABRICISHALLL�BE
FILL SLOPE
-
FASTENED TO WOW POST WITH NOT LESS THEN No. 9
el
WIRE STAPLES 1Y2' IN LENGTH.
A
LINE BY'
SILT FENCE MUST BE ANCHORED IN TRENCH WITH THE
BACKFILL TAMPED OR IN WASHED STONE,
/-GROUND
p 0V6ci ,si+:aY'rwBtwr Perrin D Gina ,e- o
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.� ruction In accordance with these documents I:}
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flCIATES, P.A.
squir by the stormwater permit. Nor„ Carolina
'ui°s
FINS LA
Sequi`e flha, the stormwater system Josigner
inS�t . lUfing c nstructioni certify CON,,"—it`d vit th0
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ISSUE DATE:
- --- _ - Rae ,tc^
_ -
PROD. ENGINEER:
P:\05PROJ\4489\4489-Iddt\dwg\4489A-EROSCONT-DET.dwg 4/28/2006 1:30:36 FV
Revision
Date
BY
Date: March 2006
Sedimentation & Scaler
Erosion Control No Scale o�- '^�""�.
Details III Sheet No. D2 cr

�Kav
RIPRAP
DEFINITION
A LAYER OF STONE DESIGNED TO PROTECT AND STABILIZE AREAS SUBJECT TO EROSION.
CONSTRUCTION
SUBGRADE PREPARATION - PREPARE THE SUBGRADE FOR RIPRAP AND FILTER TO THE
SPECIFICATIONS
REQUIRED LINES AND GRADES SHOWN ON THE PLANS, COMPACT AND FILL REQUIRED IN
PURPOSE
TO PROTECT THE SOIL SURFACE FROM EROSIVE FORCES AND/OR IMPROVE STABILITY OF
THE SUBGRADE TO A DENSITY APPROXIMATING THAT OF THE SURROUNDING UNDISTURBED
SOIL SLOPES THAT ARE SUBJECT TO SEEPAGE OR HAVE POOR SOIL STRUCTURE.
MATERIAL OR OVERFILL DEPRESSIONS WITH RIPRAP. REMOVE BRUSH, TREES, STUMPS,
AND OTHER OBJECTIONABLE MATERIAL. CUT THE SUBGRADE SUFFICIENTLY DEEP THAT
DESIGN CRITERIA
GRADATION - RIPRAP SHOULD BE A WELL -GRADED MIXTURE WITH 50% BY WEIGHT
THE FINISHED GRADE OF THE RIPRAP WILL BE AT THE ELEVATION OF THE SURROUNDING
LARGER THEN THE SPECIFIED DESIGN SIZE. THE DIAMETER OF THE LARGEST STONE SIZE
AREA. CHANNELS SHOULD BE EXCAVATED SUFFICIENTLY TO ALLOW PLACEMENT OF THE
IN SUCH A MIXTURE SHOULD BE 1.5 TIMES THE DSO SIZE WITH SMALLER SIZES GRADING
RIPRAP IN A MANNER SUCH THAT THE FINISHED INSIDE DIMENSIONS AND GRADE OF THE
DOWN TO 1 INCH,
RIPRAP MEET DESIGN SPECIFICATIONS.
THE DESIGNER SHOULD DETERMINE THE RIPRAP SIZE THAT WILL BE STABLE FOR DESIGN
SAND AND GRAVEL FILTER BLANKET - PLACE THE FILTER BLANKET IMMEDIATELY AFTER
THE GROUND FOUNDATION IS PREPARED, FOR GRAVEL, SPREAD FILTER STONE IN A
CONDITIONS, HAVING DETERMINED THE DESIGN STONE SIZE, THE DESIGNER SHOULD
UNIFORM LAYER THE SPECIFIED DEPTH. WHERE MORE THAN ONE LAYER OF FILTER
SELECT THE SIZE OR SIZES THAT EQUAL OF EXCEED THAT MINIMUM SIZE BASED ON
MATERIAL IS USED, SPREAD THE LAYERS WITH MINIMAL MIXING,
D,
RIPRAP GRADATIONS COMMERCIALLY AVAILABLE IN THE AREA.
SYNTHETIC FILTER FABRIC - PLACE THE CLOTH FILTER DIRECTLY ON THE PREPARED
THICKNESS - CONSTRUCTION TECHNIQUES, DIMENSIONS OF THE AREA TO BE PROTECTED,
FOUNDATION. OVERLAP THE EDGES BY AT LEAST 12 INCHES, AND SPACE ANCHOR PINS
SIZE AND GRADATION OF THE RIPRAP, THE FREQUENCY AND DURATION OF FLOW,
EVERY 3 FT ALONG THE OVERLAP. BURY THE UPPER AND LOWER ENDS OF THE CLOTH A
DIFFICULTY AND COST OF MAINTENANCE, AND CONSEQUENCE OF FAILURE SHOULD BE
MINIMUM OF 12 INCHES BELOW GROUND. TAKE CARE NOT TO DAMAGE THE CLOTH WHEN
CONSIDERED WHEN DETERMINING THE THICKNESS OF RIPRAP LININGS. THE MINIMUM
P RIPRAP. F AMA
LACING R I DAMAGE OCCURS REMOVE THE RIPRAP AND REPAIR THE SHEET BY
THICKNESS SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT IN NO CASE
ADDING ANOTHER LAYER OF FILTER MATERIAL WITH A MINIMUM OVERLAP OF 12 INCHES
LESS THEN 6 INCHES.
AROUND THE DAMAGED AREA. IF EXTENSIVE DAMAGE IS SUSPECTED, REMOVE AND
REPLACE THE ENTIRE SHEET.
F RIPRAP MAY CONSIST FIELD STONE OR QUARRY QUALITY OF STONE -STONE OR R R CONS S OFQU
WHERE LARGE STONES ARE USED OR MACHINE PLACEMENT IS DIFFICULT, A 4 INCH
STONE, THE STONE SHOULD BE HARD, ANGULAR, OF SUCH A QUALITY THAT IT WILL NOT
LAYER OF FINE GRAVEL OR SAND MAY BE NEEDED TO PROTECT THE FILTER CLOTH.
BREAK DOWN ON EXPOSURE TO WATER OR WEATHERING, AND SUITABLE IN ALL OTHER
RESPECTS FOR THE PURPOSE INTENDED. THE SPECIFIC GRAVITY OF THE INDIVIDUAL
STONE PLACEMENT - PLACEMENT OF RIPRAP SHOULD FOLLOW IMMEDIATELY AFTER
STONES SHOULD BE AT LEAST 2.5.
PLACEMENT OF THE FILTER. PLACE RIPRAP SO THAT IF FORMS A DENSE, WELL -GRADED
MASS OF STONE WITH A MINIMUM OF VOIDS. THE DESIRED DISTRIBUTION OF STONES
SIZE OF STONE - THE SIZES OF STONES USED FOR RIPRAP PROTECTION ARE
THROUGHOUT THE MASS MAY BE OBTAINED BY SELECTIVE LOADING AT THE QUARRY AND
DETERMINED BY PURPOSE AND SPECIFIC SITE CONDITIONS.
CONTROLLED DUMPING DURING FINAL PLACEMENT. PLACE RIPRAP TO ITS FULL THICKNESS
- SLOPE STABILIZATION - RIPRAP STONE FOR SLOPE STABILIZATION NOT SUBJECT TO
IN ONE OPERATION. DO NOT PLACE RIPRAP BY DUMPING THROUGH CHUTES OR OTHER
FLOWING WATER OR WAVE ACTION SHOULD BE SIZED FOR STABILITY FOR THE PROPOSED
METHODS THAT CAUSE SEGREGATION OF STONE SIZES. TAKE CARE NOT TO DISLODGE
GRADE. THE GRADIENT OF THE SLOPE TO BE STABILIZED SHOULD BE LESS THEN THE
THE UNDERLYING BASE OF FILTER WHEN PLACING THE STONES,
NATURAL ANGLE OF REPOSE OF THE STONE SELECTED. ANGLE OF REPOSE OF RIPRAP
THE TOE OF THE RIPRAP SLOPE SHOULD BE KEYED TO A STABLE FOUNDATION AT ITS
STONES MAY BE ESTIMATED FROM FIGURE 6.15a.
MAINTENANCE
BASE AS SHOWN IN FIGURE 6.15b, THE TOE SHOULD BE EXCAVATED TO A DEPTH ABOUT
RIPRAP USED FOR SURFACE STABILIZATION OF SLOPES DOES NOT ADD SIGNIFICANT
1.5 TIMES THE DESIGN THICKNESS OF THE RIPRAP AND SHOULD EXTEND HORIZONTALLY
RESISTANCE TO SLIDING OR SLOPE FAILURE AND SHOULD NOT BE CONSIDERED A
FROM THE SLOPE.
RETAINING WALL. THE INHERENT STABILITY OF THE SOIL MUST BE SATISFACTORY BEFORE
RIPRAP IS USED FOR SURFACE STABILIZATION. SLOPES APPROACHING 1.5:1 MAY REQUIRE
THE FINISHED SLOPE SHOULD BE FREE OF POCKETS OF SMALL STONE OR CLUSTERS OF
SPECIAL STABILITY ANALYSIS.
LARGE STONES, HAND PLACING MAY BE NECESSARY TO ACHIEVE THE PROPER
- OUTLET PROTECTION - DESIGN CRITERIA FOR SIZING STONE AND DETERMINING THE
DISTRIBUTION OF STONE SIZES TO PRODUCE A RELATIVELY SMOOTH, UNIFORM SURFACE.
DIMENSIONS OF RIPRAP PADS AT CHANNEL OR CONDUIT OUTLETS ARE PRESENTED IN
THE FINISHED GRADE OF THE RIPRAP SHOULD BLEND WITH THE SURROUNDING AREA. NO
PRACTICE 6.41, OUTLET STABILIZATION STRUCTURE.
OVERFALL OF PROTRUSION OF RIPRAP SHOULD BE APPARENT,
- CHANNEL STABILIZATION AND STREAMBANK PROTECTION - DESIGN CRITERIA FOR
SIZING STONE FOR STABILITY OF CHANNELS ARE CONTAINED IN APPENDIX 8.05.
IN GENERAL., ONCE A RIPRAP INSTALLATION HAS BEEN PROPERLY DESIGNED AND
INSTALLED IT REQUIRES VERY LITTLE MAINTENANCE. RIPRAP SHOULD BE INSPECTED
FILTER BLANKET - A FILTER BLANKET IS A LAYER OF MATERIAL PLACED BETWEEN THE
PERIODICALLY FOR SCOUR OR DISLODGED STONES. CONTROL OF WEED AND BRUSH
GROWTH MAY BE NEEDED IN SOME LOCATIONS.
RIPRAP AND THE UNDERLYING SOIL TO PREVENT SOIL MOVEMENT INTO OR THROUGH THE
RIPRAP,
A SYNTHETIC FILTER FABRIC MAY BE USED WITH OR IN PLACE OF GRAVEL FILTERS, THE
FOLLOWING PARTICLE SIZE RELATIONSHIPS SHOULD EXIST:
- FILTER FABRIC COVERING A BASE WITH GRANULAR PARTICLES CONTAINING 50% OR
LESS (BY WEIGHT) OF FINE PARTICLES (LESS THEN U.S. STANDARD SIEVE no, 200
(0,074mm)):
RIPRAP EROSION CONTROL STONE
TABLE 5.150
a des base (mm)
NC DOT CLASSES
CLASS 1 CLASS 2 CLASS A CLASS B
EOS* filter fabric (mm) i
OF RIPRAP AND
EROSION CONTROL
5 TO 200 LB 25 TO 250 LB 2" TO 5" 5" TO 15"
STONE
b, TOTAL OPEN AREA OF FILTER SHOULD NOT EXCEED 36%
30% SHALL WEIGH 6OX SHALL WEIGH
- FILTER FABRIC COVERING OTHER SOILS:
A MINIMUM OF A MINIMUM OF
o. EOS IS NO LARGER THEN U.S. STANDARD SIEVE no, 70 (0.21mm)
50 LB EACH 100 LB EACH
b, TOTAL OPEN AREA OF FILTER SHOULD NOT EXCEED 10%
NO MORE THAN NO MORE THAN 10% TOLERANCE 5" TO 15"
•EOS - EQUIVALENT OPENING SIZE COMPARED TO A U,S. STANDARD SIEVE SITE
10% SHALL WEIGH 5% SHALL WEIGH TOP AND BOTTOM
LESS THAN 15 LB LESS THEN 50 SIZES
NO FILTER FABRIC SHOULD HAVE LESS THAN 4% OPEN AREA OF AN EOS LESS THAN
EACH LB EACH
U.S. STANDARD SIEVE NO, 100 (0,15mm), THE PERMEABILITY OF THE FABRIC MUST BE
GREATER THAN THAT OF THE SOIL THE FABRIC MAY BE MADE OF WOVEN OR NONWOVEN
EQUALLY EQUALLY
DISTRIBUTED, DISTRIBUTED,
MONOFILAMENT YARNS AND SHOULD MEET THE FOLLOWING MINIMUM REQUIREMENTS,
NO GRADATION NO GRADATION
SPECIFIED SPECIFIED
- THICKNESS 20 - 60 MILS.
- GRAB STRENGTH 90 - 120 LBS.
S01/rtCE: NC At rREGATEs ASSOCIAnQ1
- CONFORM TO ASTM D-1682 OR ASTM D-177,
FILTER BLANKETS SHOULD ALWAYS BE PROVIDED WHERE SEEPAGE IS SIGNIFICANT OR
WHERE FLOW VELOCITY AND DURATION OF FLOW OR TURBULENCE MAY CAUSE
UNDERLYING SOIL PARTICLES TO MOVE THROUGH THE RIPRAP,
FIGURE 6.15b
RIPRAP SLOPE
PROTECTION
IA\
FIGURE 6.15c
RIPRAP CHANNEL
PROTECTION
7
SMOOTHLY FINISHED
BLEND CONTACT CR-#$945
AREA —
ice-- DESIGN TOP WIDTH
TDESIGN
`r DEPTH
hg3%)9EDJH
6" GRAVEL FDFJH3(E#°
FILTER OR FJHG DFG
FILTER CLOTH
ROCK DAM DETAIL
INSTALLATION DIVERT RUNOFF FROM UNDISTURBED AREAS AWAY FROM THE
BASIN (REFERENCE PRACTICE 6.20, "TEMPORARY DIVERSIONS").
DELAY CLEARING POND AREA UNTIL DAM IS IN PLACE,
EXCAVATE FOUNDATION FOR APRON AND USE IT AS A
TEMPORARY SEDIMENT BASIN DURING CONSTRUCTION OF DAM.
CLEAR AND GRUB AREA UNDER DAM, REMOVING ALL ROOT MAT
AND OTHER OBJECTION- ABLE MATERIAL. GRADE EARTH
ABUTMENTS NO STEEPER THAN 1:1. DISPOSE OF MATERIAL IN
APPROVED LOCATION.
IF CUTOFF TRENCH IS REQUIRED, EXCAVATE AT CENTER LINE OF
DAM, EXTENDING ALL THE WAY UP EARTH ABUTMENTS.
PROTECTION THE ENTIRE FOUNDATION INCLUDING BOTH EARTH ABUTMENTS
FROM PIPING MUST BE COVERED BY FILTER FABRIC, OVERLAP i FT AT ALL
JOINTS, UPSTREAM STRIPS OVER DOWNSTREAM STRIP (FIGURE
"a")
SMOOTH THE FOUNDATION AREA BEFORE PLACING FILTER FABRIC,
BE CAREFUL PLACING ROCK ON FABRIC, IT MAY BE HELPFUL TO
PLACE A 4-INCH LAYER OF SAND OVER FABRIC BEFORE PLACING
ROCK.
ROCK ABUTMENT
2' IN. SPILLWAY CREST ELEVATION
UPSTREAM 2 3
GRAVEL FACING 1� < �1
1' THICK
m
ROCKI APRON
1
FILTER FABRIC ,
1.5'
FIGURE "a" ROCK DAM CROSS SECTION SPILLWAY DETAIL MIN.
TOP OF ROCK ABUTMENT
2:1 2' MIN.
SLOPE FOUNDATION SPILLWAY
FILTER J
.o84ti. FABRIC
EMBANKMENT CONSTRUCT EMBANKMENT TO DIMENSIONS SHOWN ON PLANS, USE GRAVEL
AND POOL WELL -GRADED, HARD, ANGULAR, WEATHER -RESISTANT ROCK. FACING
ROCK ABUTMENTS MUST BE AT LEAST 2 FT HIGHER THAN THE
SPILLWAY CREST AND AT LEAST 1 FT HIGHER THAN THE
DOWNSTREAM FACE OF DAM AT ALL POINTS (FIGURE "b").
DIVERT SEDIMENT -LADEN FLOW TO UPPER END OF BASIN.
I ATE AN OUT ELEVATI N WHERE
LEVEL
APRON
SET MARKER STAKE TO INO C CLE O
SEDIMENT POOL IS 50% FULL
SPILLWAY
CREST c
STABILIZE ALL DISTURBED AREAS EXCEPT THE LOWER ONE-HALF
OF SEDIMENT POOL AS SHOWN IN THE VEGETATION PLAN,
ROCK
ABUTMENT
SAFETY SEDIMENT BASINS THAT IMPOUND WATER ARE HAZARDOUS.
BASINS SHOULD BE DEWATERED BETWEEN STORMS. AVOID STEEP
FIGURE "b" PLAN VIEW OF ROCK DAM VATH SPILLWAY DETAIL.
SLOPES, FENCES WITH WARNING SIGNS MAY BE NECESSARY IF
TRESPASSING IS LIKELY. STATE AND LOCAL REQUIREMENTS MUST
BE FOLLOWED.
TEMPORARY BLOCK AND
GRAVEL INLET PROTECTION
•••• 6.52
:..: TEMPORARY BLOCK AND GRAVEL INLET PROTECTION
DEFINITION A SEDIMENT CONTROL BARRIER FORMED AROUND A STORM DRAIN INLET BY THE USE OF
STANDARD CONCRETE BLOCK AND GRAVEL,
PURPOSE TO HELP PREVENT SEDIMENT FROM ENTERING STORM DRAINS BEFORE STABILIZING THE
CONTRIBUTING WATERSHED, THIS PRACTICE ALLOWS EARLY USE OF THE STORM DRAIN SYSTEM.
DESIGN CRITERIA KEEP THE DRAINAGE AREA NO GREATER THEN 1 ACRE UNLESS SITE CONDITIONS ALLOW FOR
FREQUENT REMOVAL AND ADEQUATE DISPOSAL OF ACCUMULATED SEDIMENT.
KEEP THE HEIGHT OF THE BARRIER AT LEAST 12 INCHES AND NO GREATER THAN 24 INCHES. DO
NOT USE MCRTAR. LIMIT THE HEIGHT TO PREVENT EXCESS PONDING AND BYPASS FLOW,
RECESS THE FIRST COURSE OF BLOCKS AT LEAST 2 INCHES BELOW THE CREST OPENING OF THE
STORM DRAIN FOR LATERAL SUPPORT. SUPPORT SUBSEQUENT COURSES LATERALLY IF NEEDED BY
PLACING A 2 x 4-INCH WOOD STUD THROUGH THE BLOCK OPENINGS THAT ARE PERPENDICULAR
TO THE BLO-!-" COURSE NEEDING SUPPORT, LAY SOME BLOCKS ON THEIR SIDE IN THE BOTTOM
ROW FOR DEWATERING THE POOL (Figure 6.52a).
PLACE GRAVEL JUST BELOW THE TOP OF BLOCKS ON SLOPES OF 2:1 OF FLATTER. PLACE
HARDWARE CLOTH OF COMPARABLE WIRE MESH WITH 1/2-INCH OPENINGS OVER ALL BLOCK
OPENINGS TO HOLD GRAVEL IN PLACE.
MAINTENANCE GRAVEL DOUGHNUT --AS AN OPTIONAL DESIGN, THE CONCRETE BLOCKS MAY BE OMITTED AND
THE ENTIRE STRUCTURE MADE OF GRAVEL AND STONE. A STRUCTURE MADE ENTIRELY OF STONE
IS COMMONL`' CALLED A "GRAVEL DOUGHNUT." IN THIS CASE, KEEP THE STONE SLOPE TOWARD
HE INLET ".T 5'I OR FLATTER TO HELP PREVENT STONE FROM BEING WASHED INTO HE DROP
INLET (Figure 6.52b). A MINIMUM 1-FT WIDE LEVEL AREA SET 4 INCHES BELOW THE DROP INLET
CREST WILL ADD FURTHER PROTECTION AGAINST THE ENTRANCE OF MATERIAL, STONE ON THE
SLOPE TOWARD THE INLET SHOULD BE 3 INCHES OR LARGER FOR STABILITY, AND i INCH OR
SMALLER ON THE SLOPE AWAY FROM THE INLET TO CONTROL FLOW RATE, WIRE MESH WITH
2-INCH OPENINGS MAY BE PLACED OVER THE DRAIN GRATING BUT MUST BE INSPECTED
FREQUENTLY TO AVOID BLOCKAGE BY TRASH.
THE TOP ELEVATION OF THE STRUCTURE MUST BE AT LEAST 6 INCHES LOWER THAN THE GROUND
ELEVATION COW ISLOPE FROM THE INLET, IT IS IMPORTANT THAT ALL STORM FLOWS PASS OVER
THE STRUCTURE AND INTO THE STORM DRAIN AND NOT PAST THE STRUCTURE. TEMPORARY
DIKING BELOW THE STRUCTURE MAY BE NECESSARY TO PREVENT BYPASS FLOW. MATERIAL MAY
BE EXCAVATED FROM INSIDE THE SEDIMENT POOL FOR THIS PURPOSE.
CONCRETE BLOCK
DENATERING
AIF
0
jW
Mr 0
' .!���� �!� ' •ems �'�`.� �����:
SLOPE,
WIRE SCREEN
TEMPORARY SEDIMENT
POOL
DEWATERING
.. 16"
1 MIN
Y
IF
.:
•..�....:......::::. �:::::.. �:::::::::::.e :•.:::. �::::::::.:
.......:::.::::::................................
......................•:.�:.�:::•:•::::::•:::.�:::.r.�:.
2'MAx:r:
„EDIMENT ---�
FIGURE 6.52a BLOCK AND GRAVEL INLET PROTECTION
CONSTRUCTION 1, LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SIDE IN THE BOTTOM ROW TO
SPECIFICATIONS ALLOW POOL DRAINAGE, THE FOUNDATION SHOULD BE EXCAVATED AT LEAST 2 INCHES BELOW
THE CREST V THE STORM DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST THE EDGE OF
THE STORM DRAIN FOR LATERAL SUPPORT AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS,
IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT ROWS BY PLACING 2 x 4 WOOD STUDS
THROUGH BLOCK OPENINGS.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2-INCH OPENINGS
OVER ALL BOCK OPENINGS TO HOLD GRAVEL IN PLACE.
3. USE CLEAN GRAVEL, 3/4- TO 1/2-INCH DIAMETER, PLACED 2 INCHES BELOW THE TOP OF
THE BLOCK IN A 2:1 SLOPE OR FLATTER AND SMOOTH IT TO AN EVEN GRADE, DOT #L57 WASHED
STONE IS RECOMMENDED.
4. IF ONLY STONE AND GRAVEL ARE USED, KEEP THE SLOPE TOWARD THE INLET NO STEEPER
THAN 3:1. LEAVE A MINIMUM 1-FT WIDE LEVEL STONE AREA BETWEEN THE STRUCTURE AND
AROUND THE INLET TO PREVENT GRAVEL FROM ENTERING INLET. ON THE SLOPE TOWARD THE
INLET, USE STONE 3 INCHES IN DIAMETER OR LARGER. ON THE SLOPE AWAY FROM THE INLET
USE 1/2 -;/4-INCH GRAVEL (NCDOT #57 WASHED STONE) AT A MINIMUM THICKNESS OF 1 FT,
MAINTENANCE INSPECT THE BARRIER AFTER EACH RAIN AND MAKE REPAIRS AS NEEDED.
REMOVE SEGMENT AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR SUBSEQUENT
RAINS.
WHEN THE (ONTRIBUTING DRAINAGE AREA HAS BEEN ADEQUATELY STABILIZED, REMOVE ALL
MATERIALS AND ANY UNSTABLE SOIL, AND EITHER SALVAGE OR DISPOSE OF IT PROPERLY, BRING
THE DISTUREED AREA TO PROPER GRADE, THEN SMOOTH AND COMPACT IT, APPROPRIATELY
STABILIZE All_ RARE AREAS AROUND THE INLET,
TEMPORAR SEDIMENT POOL WIRE MESH
\ �(OPTIONAL)
\\ :1 SLOPE
1' MIN 2:1 SLOPE
2' MAX x
RNr_ GRAVELS �`' •."'
TI (1- )IN iIIl 3"
STONE
FIGURE 6.52) GRAVEL INLET PROTECTION (GRAVEL DONUT)
AREAS TO BE DISTURBED
(CUT, FILLED, ETC.)
P1Ow
AREAS TO BE DISTURBED
(CUT, FILLED, ETC.)
how
FILTER BERM DETAIL
Ok CLASS I RIP RAP (SEE SECTION THRU BA/SIN BELOW
\ Y
•mot
RavERT
PIPE �- 5 i RIP RAP HEADWALL
FLOW _ _ i�-j��' 'Y r
— — � � r� .L✓ .-j�l � r�
SEDIM 1 I 5 WASHED STONE 1' THICK x 3' HIGH MIN
ENT STORAGE AREA
SEDIMENT STORAGE ZONE
r— FLOOD STORAGE ZONE
1' , 2'
PIPE INVERT
RIP —RAP HEADWALL
NATURAL GROUND
FLOW
\�CLASS
RIP-RAP
# 5 WASHEDED STONE
MAX. SEDIMENT DEPTH (CLEAN OUT POINT)
NOTE:
DIMENSIONS ARE MINIMUM ACCEPTABLE UNLESS
OTHERWISE NOTED
FILTER BERM DETAIL
CLASS I RIP RAP (SEE SECTION THRU BASIN BELOW
✓Y x
w., IN
5 j 'it �� LET /
\\ 1.. �,,x �,,;-^_,I•Lr —�—� r _� / 5 WAS STONE V HICK x 3' NIG-I- MIN
FILTER BERM-`.
SEDIMENT / AR , ( I , I I ` (SEDIMENT
1 IMENSTdAG
E AREA
STORAGC E Eq —r - - SET D Ow
MENT STORAGE ZONE
FLOOD STORAGE ZONE
1' , 2'
CLASS "I" RIP -RAP
- # 5 WASHED STONE
M,X. SEDIMENT DEPTH (CLEAN OUT POINT)
NOTE;
DIMENSIONS ARE MINIMUM ACCETABLE UNLESS
OTHERWISE NOTED
DROP INLET
OnstTl,vt1^rt in accordance with these documents iv
reauired t'; the Sio1•mwater permit. NGrth Car: -Ina
3DS `.`isFi4 kB ='r'nStr,.J�19J'1 Certify ConfoItity wit-1
DIF3ns and specl e'iJr r•�r'if� i Trt0�l8C•,�-�:,
OnT1;tL✓.�'` -.---- — Date
,,,I NG DIV1s1un s'e"at Quallt"
r
E1VED
JUL1 6 Z006
&.f & --
ISSUE DATE:
PROJ. ENGINEER: —
S, P.A.
P:\05PROJ\4489\4489-Iddt\dwg\44B9A-EROSCONT-DET.dwg 4/28/2006 1:30:36 PM, '
E
,CA?O4�y9,'
/0 ,
"q"��: =Herrin --Sutton & Associates P.A.
PLT CONCRETE P T
sedimentatim &
Revision
Date
B
Date; March 2006
Scale: Mar N'0.
S L %
= F Engineers — Surveyors —Planners
Selma, ITC
Erosion Control
No Scale
''-,, '•�••'' ,.'2201 Nash Street NW, Wilson, North Carolina 27896 (252 291-8887
Details
D3eD
Sheet No. of
�Ox� 1�25 Alamo
' r / i � . �L!- 5 1. •}�.'; j,, 11 i ' ' /•.