20001558 Ver 1_COMPLETE FILE_20001218

DAVIS-MARTIN-POWELL & ASSOCIATES, INC.
ENGINEERING • LAND PLANNING • SURVEYING
218 Gatewood Avenue, Suite 102, High Point, NC 27262
Phone: [phone] /Fax: [phone]/e-mail: [e-mail]
TRANSMITTAL LETTER
Date: December 14, 2000
To: NC Division of Water Quality Re: Merritt Drive DEC 820
4401 Reedy Creek Road Storm Drainage Im rovemnts
Raleigh, NC 27607 DMP Project #E-27P6 wL•,vU
Attention: John Dorne Wnt?,? G '" p
We are sending you (X) attached () under separate cover the following items:
O Shop Drawings ? Samples ? Copy of Letter
El Prints El Specifications ® Other 001562
® Plans ? Disk
# Copies Drawing # Description Disposition
7 Pre-Construction Notification Application For Approval
7 Plan Sheet 2 showing prop. construction For your use
7 USGS Quadrangle Location Map For your use
1 Review Fee of $275 As Required
Remarks: Thank you in advance for your review. If you require additional information, please
do not hesitate to contact our office..
B
Y:
Kell Whitaker, E.I.
c: Frank Wyatt
File
BURRIS, MAGMILLAN, PEARCE & BURRIS, PLLd ,
ATTORNEYS AT LAW APR 17M 1
ROBERT N. BURRIS* ? ?ci rWQ 16
DOUGLAS P. MACMILLAN* 6857 FAIRVIEW ROAD, SUITE 100 12-W
W t 6fFQl-PZ 00
HUGO A. PEARCE, III* CHARLOTTE. NORTH CAROLINA 28210 W TE, 1.,U.1 SL[GCI?";
MARGERY A. BURRIS FAX
[phone]
'ALSO LICENSED IN SOUTH CAROLINA
e-mail: dpmacm(a-bellsouth.net
April 15, 200 W ° aPR
11 6 2002
Mr. Pete Colwell Vision of Water Quality
NC Dept. of Environmental & a S ?1 r
5
Natural Resources j Io? 919 N. Main Street ` W
Mooresville, NC 28115
RE; Chestnut subdivision, Union County, NC Div 0 A c-C'1 NO , O
Dear Mr. Colwell:
At the request of The Mathisen Company, I prepared the enclosed proposed Deed
Notification. Since talking with you earlier on the telephone, my client informed me that
the Deed Notification should apply all of the lots described in the enclosed Deed
Notification, which lots are also subject to the notification on the recorded subdivision plat.
The Mathisen Company has asked that you review the form of this Deed Notification
before they execute and record it. If you find it to be in order, please simply advise me by
mail, e-mail or telephone. If it is acceptable, I will have The Mathisen Company execute
the original and see that it is recorded in the office of the Register of Deeds for Union
County, North Carolina.
,-?
Thanking you for your attention to this matter, lam
i
Very truly yo,
iP D? acMil
DPM:nml
Enclosure
copy: N. A. Mathisen

STATE OF NORTH CAROLINA
COUNTY OF UNION
DEED NOTIFICATION
THIS DEED NOTIFICATION is made by The Mathisen Company, a North Carolina
corporation, in accordance with Title 15 NCAC HH0500. This Deed Notification applies to the
following described lots:
BEING all of Lots 13, 14, 15, 16, 17 and 18 as shown on plat of Chestnut
subdivision, Phase 1, Map 1, recorded in Plat Cabinet G, File Nos. 508 and 509 in
the office of the Register of Deeds for Union County, North Carolina.
follows:
Any or all persons purchasing any or all of the above described lots are hereby notified as
A portion of the lots have been determined to meet the requirements for
designation as a regulatory wetland. Any subsequent fill or alteration of this
wetland shall conform to the requirements of the State Wetland Rules adopted by
the State of North Carolina in force at the time of the proposed alteration. The
intent of this provision is to prevent additional wetland fill, so that the property
owner cannot assume that a future application for fill would be approved. The
property owner shall report the name of the subdivision and any application
pertaining to said wetland rules. This covenant is intended to insure continued
compliance with wetland rules adopted by the State of North Carolina and,
therefore, benefits may be enforced by the State of North Carolina. This covenant
is to run with the land and shall be binding on all parties and all persons claiming
under them.
This Deed Notification is being executed by the owner of the above-referenced lots whose
name and address is as follows:
Owner's Name:
The Mathisen Company
6208 Creft Circle
Indian Trail, NC 28079
Telephone: [phone]
IN WITNESS WHEREOF, The Mathisen Company has executed this Deed Notification as
of this day of 2002.
THE MATHISEN COMPANY
BY:
President
,
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
1 • •
NC ENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
January 16, 2001
Union County
DWQ Project # 001558
APPROVAL of 401 Water Quality Certification and ADDITIONAL CONDITIONS
Mr. Lanny Skidmorre
The Mathisen Co.
6208 Creft Circle, Ste 230
Indian Trail, NC 28079
Dear Mr. Skidmore:
You have our approval, in accordance with the attached conditions and those listed below, to place fill material in 0.34 acres of wetlands
and 850 linear feet of streams (150 perennial streams) for the purpose of constructing the Chestnut subdivision at Weddington Road and
Chestnut Lane as described in your application dated December 18, 2000. After reviewing your application, we have decided that this fill is
covered by General Water Quality Certification Number 3287. This certification allows you to use Nationwide Permit Number 39 when the
Corps of Engineers issues it. In addition, you should get any other federal, state or local permits before you go ahead with your project
including (but not limited to) Sediment and Erosion Control, Coastal Stormwater, Non-Discharge and Water Supply Water shed regulations.
This approval will expire when the accompanying 404 or CAMA permit expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application except as modified below. If you change
your project, you must notify us and you may be required to send us a new application. If the property is sold, the new owner must be given a
copy of this Certification and approval letter and is thereby responsible for complying with all conditions. If total wetland fills for this project
(now or in the future) exceed one acre, compensatory mitigation may be required as described in 15A NCAC 2H .0506 (h) (6) and (7). For this
approval to be valid, you must follow the conditions listed in the attached certification and any additional conditions listed below.
1. Deed notifications or similar mechanisms shall be placed on all remaining jurisdictional wetlands and streams to notify the state in order
to assure compliance for future wetland and/or water impact. These mechanisms shall be put in place within 30 days of the date of this
letter or the issuance of the 404 Permit (whichever is later).
2. The restoration plan as depicted in the plan submitted by Len Rindner dated December 2000 must be implemented fully.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act within 60 days of
the date that you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter 150B of the North Carolina
General Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions are
final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you have any questions,
please telephone John Domey at 919-733-9646.
Attachment
cc: Corps of Engineers Asheville Field Office
Mooresville DWQ Regional Office
File copy
Central Files
Len Rindner
in
v
Stevens
Division of Water Quality • Wetlands/401 Unit
1621 Mail Service Center • Raleigh NC 27669-1621 • Telephone [phone] • FAX # [phone]
An Equal Opportunity Affirmative Action Employer
50% recycled/10% post consumer paper
Y
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
DWQ Project No.: County: _
Applicant:
Project Name:
Date of Issuance of 401 Water Quality Certification:
Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable Buffer Rules,
and any subsequent modifications, the applicant is required to return this certificate to the 4011Wetlands Unit,
North Carolina Division of Water Quality, 1621 Mail Service Center, Raleigh, NC, 27699-1621.This form may be
returned to DWQ by the applicant, the applicant's authorized agent, or the project engineer.It is not necessary
to send certificates from all of these.
Applicant's Certification
I, , hereby state that, to the best of my abilities, due care and diligence
was used in the observation of the construction such that the construction was observed to be built within
substantial compliance and intent of the 401 Water Quality Certification and Buffer Rules, the approved plans
and specifications, and other supporting materials.
Signature: Date:
Agent's Certification
1, , hereby state that, to the best of my abilities, due care and diligence
was used in the observation of the construction such that the construction was observed to be built within
substantial compliance and intent of the 401 Water Quality Certification and Buffer Rules, the approved plans
and specifications, and other supporting materials.
Signature: Date:
1, , as a duly registered Professional (i.e., Engineer,
Landscape Architect, Surveyor, ect.) in the State of North Carolina, having been authorized to observe
(periodically, weekly, full time) the construction of the project, for the Permittee hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the construction such that the construction
was observed to be built within substantial compliance and intent of the 401 Water Quality Certification and
Buffer Rules, the approved plans and specifications, and other supporting materials.
Signature Registration No.
Date
If this project was designed by a Certified Professional
Division of Water Quality • Wetlands/401 Unit
1621 Mail Service Center • Raleigh NC 27669-1621 • Telephone [phone] • FAX # [phone]
An Equal Opportunity Affirmative Action Employer
50% recycled/10% post consumer paper
1 ? •
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
MEMORANDUM
TO: John Dorney Regional Contact:
Non-Discharge Branch WO Supervisor:
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Chestnut Subdivision c/o Mathisen Company
Project Number 00 1558
Recvd From APP
Received Date 12/18/00
Project Type
Recvd By Region
County Union
County2
Region Mooresville
Certificates Stream
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req.
N
F-F-PT _0N W39 Stream O Y O N F__ r F11-138-1 ?F-x30,838. F__ r
Mitigation Wetland
MitigationType Type Acres Feet
I r__1 F_
Is Wetland Rating Sheet Attached? 0 Y O N Did you request more info? DQ Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? DQ Y 0 N
Is Mitigation required? 0 Y 0 N Recommendation: 0 Issue # ISSue/fond O Deny
Provided by Region: Latitude (ddmmss) Longitude (ddmmss)
Comments:
cc: Regional Office Page Number 1
Central Office
Facility Name Chestnut Subdivision c/o Mathisen Company County Union
Project Number 00 1558 Regional Contact: Pete Colwell
Date: 1/5/2001
Comments (continued from page 1):
Len Rindner (consultant for the applicant) proposed to resolve the violation and protect downstream
waters by preserving the_perennial segment above Amherst Court- restoring a portion of the stream
below Amhi first Court, and constructing _a water quality pond and wetland in the area of the existing
sediment basins where the stream hart been impacte(t_
The MRO Supports this effort in order to protect the waters downstream from the development.
Mfigation for stream loss does not appear to be an issue as long as less than 1.50 lip ar feet of
p rennial stream is permanently *mpacted The mabrotv of perennial stream impacts (350 feet)
well he from flooding The 401 WOO should he conditioned to include the desian_and measures set
forth in the application along w*th deed restrictions on the remaining and constructed jurisdictional
areas -
cc: Regional Office Page Number 2
Central Office
001558
ciog Chestnut Subdivision
?' '.. Union County
North Carolina
Joint Application Form and Supporting Documentation for
NATIONWIDE PERMITS THAT REQUIRE NOTIFICATION
TO CORPS OF ENGINEERS
NATIONWIDE PERMITS THAT REQUIRE
SECTION 401 CERTIFICATION CONCURRENCE
Prepared For:
Mr. Lanny Skidmore
The Mathisen Company
6208 Creft Circle, Suite 230
Indian Trail, NC 28079
1-704-882-1193
Leonard S. Rindner, PWS
Environmental Planning Consultant
3714 Spokeshave Lane
Matthews, NC 28105
1-[phone]
*Subject to verification by the USACE & NCDWQ
Date : 12/00

1
(3®1558
DEM ID: CORPS ACTION ID:'
OFION
WIDE PERMIT REQUESTED {P OVIDE TI NWIDE PERMIT
(?&WwA 49 1 "46
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1) NOTIFICATION TO TEM CORPS OF ENGINEERS
2) APPLICATION FOR SECTION 401 CERTIFICATION
3) COORDINATION WITS TEE NC DIVISION OF COASTAL bVLNAMMI MXT
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE
FIELD OFFICE OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT
(SEE AGENCY P.DDRESSES SHEET). PLEASE PRINT.
1. OWNERS NAME : '17W Alm
2. MIA-LING ADDn?SS.
SUS--7VISION N;_-1E:
C=TY: fs-i??_ STATE: N ZIP CODE.

PROJECT LOCATION ADDRESS, INCLUDING SUBD7 1SION NAME (IF DIFFERENT FROM
MAILING ADDRESS ABOVE):
Aeuka(A 1 rk. es. a( a Ad- C"4-ma+ l -,a m-.j-
3. TELEPHONE NUMBER (HOME):
(WORK)
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER:
r
5&1 a(o"0004.
S. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
MAP OR AER PHOTOGRAPHY WITH SCALE) :dPh
COUNTY : /7 I1"JI"4 NEAREST TOWN OR CITY:
? 774 r4zG?.?t ravtuucat Ud.
Ge?4.e./l cad S?lc??.c. (?,R?xr? .
I tee
SPECIFIC LOCATION (INCLUDE ROAD
NUMBERS, LANDMARKS, ETC.):
d"aC
6. IMPACTED OR NEAREST STREAM/RIVER: ur W, gw*m Allfew
RIVER BASIN: too if r/on
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY (WS-I OR WS-II)? YES [ J NO [ ] IF YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF ENVIRONMENTAL CONCERN (AEC)? YES [ ] NO ( ]
7c. IF THE PROJECT IS LOCATED WITHIN A*COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [ ] NO ryk IF YES, PROVIDE ACTION I.D. NUMBER OF
PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION):
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ ] NO [001w IF YES, DESCRIBE ANTICIPATED WORK:
9a. ESTIMATED TOTAL NUMBER OF ACRES IN TRACT OF LAND: t' AN- '645
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
to. W4 okx" WVAI.Ac . 1600 It STIZAois -t 0,20
01 cS
a
10a. NUMBER OF ACRES O WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: EXCAVATION:
FLOODING : 3 44 T??? OMER :
DRAINAGE : O• 1^1 TOTAL ACRES TO BE IMPACTED : Q• 3 ?G?V'!?S
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
RELOCATED, PROVOS pDTv C1 BOO $E AND AFTER RELOCATION):
LENGTH BEFORE: IIVV AFTER: d FT
WIDTH BEFORE (based on normal hig water contours): FT
WIDTH AFTER: FT
AVERAGE DEPTH BEFORE: FT AFTER: FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL:
CHANNEL EXCAVATION: CONSTRUCTION OF A DAM/FLOODING:
OTHER:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND?
WHAT IS THE EXPECTED POND SURFACE AREA? Set-.
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8 1/2" X 11" DRAWINGS
ONLY) :
-L
13. PURPOSE OF PROPOSED WORK:
CI
3
aim
15. YOU ARE REQUIRED TO CONTACT THE U.S. FISH AND WILDLIFE SERVICE
(USFWS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SHEET) REGARDING THE PRESENCE OF ANY FEDERALLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL HABITAT
IN THE PERMIT AREA THAT MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE
CONTACTED: (ATTACH RESPONSES
FROM THESE AGENCIES.)
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORIC
PROPERTIES IN THE PERMIT AREA WHICH MAY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED:
17. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND?
YES [] NO ie(IF NO, GO TO 16)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL
POLICY ACT?
YES [ ] NO [ ]
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE?
YES [I NO [
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE
STATE CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL MANAGEMENT REGARDING
COMPLIANCE WITH THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-B003, TELEPHONE [phone].
4
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED
OUT IN WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND
18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL
INTO WETLANDS:
a. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26,
29, AND 38). ALL STREAMS (INTERMITTENT AND PERMANENT) ON THE PROPERTY
MUST BE SHOWN ON THE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR 1
INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. 'IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY PROJECT.
C. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA
SHEETS RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY?
-S4& a. 1 4"41,0 #469 w
f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
g. SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE: WETLANDS OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO:
1) ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF
ENVIRONMENTAL MANAGEMENT (WATER QUALITY) CERTIFICATION, AND
3) U W THE TWENTY COASTAL COUNTIES ONLY), A LETTER FROM THE
NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEMENT
PROGRAM.
OWNER'S/AGENT'S SIGNATURE
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED (18g.))
DATE
5
LEONARD S R NDNER. PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning [phone]
December 14, 2000
Mr. Steve Chapin
US Army Corps of Engineers - Reg. Field Office
151 Patton Avenue - Room 208
Asheville, NC 28801 - 5006
Mr. John R. Dorney
Division of Water Quality - NCDENR
1621 Mail Service Center
Raleigh, NC 27699-1621
Mr. Mike Parker
NCDENR - Division of Water Quality
919 North Main Street
Mooresville, NC 28115
Re: Chestnut Subdivision - + 51 Acre, Union County, North Carolina - NWP #39
Dear Sirs:
On behalf of my client, Mr. Lanny Skidmore of The Mathisen Company, I am requesting confirmation of
eligibility after-the-fact, to fill +034 acres of Jurisdictional Waters of the U.S. (±0.25 acres of wetlands
and 150 if of important stream (+ 0.03 acres), and 700 if unimportant streams (.06 acres) utilizing NWP
39. The following is based on a meeting with Pete Colwell of the NCDENR, and Steve Chapin of the
USACE. A storm water treatment facility will be developed to treat runoff from the development and as
an amenity. An adjacent wetland shelf will be developed to enhance the aquatic resource. Project
construction will strictly adhere to an approved Sedimentation and Erosion Control Plan.
General Wetland Classification and Description
The wetlands on this site can be described as Palustrine Forested Broad Leaved and Scrub-Shrub
Temporarily Flooded. The majority of the site is a moderately sloping former agricultural land and
woodland. The forested headwater wetland areas are dominated by Facultative Wet and Facultative
species. Trees include sweetgum, tulip-poplar, red maple, willow oak, black willow, and American elm.
Understory and herbaceous strata includes smilax, sedges, soft rush, poison ivy, etc. The site includes
Chewacla soils. These soils are map units, which may have inclusions of hydric soils according to the
Natural Resource Conservation Service, Technical Guide-Section 11-A-2, June 1991.
SUMMARY OF WATERS OF THE U.S.
Methodology
Preliminary identification of the Jurisdictional Waters on the site were determined according to the Corps
of Engineers Wetland Delineation Manual, Technical Report Y-87-1, 1987, with Appendices. Preliminary
data gathering included review and interpretation of topographic maps; USDA Soil Conservation Survey;
Chestnut Subdivision, Page 3
December 14, 2000
aerial photographs, and preliminary site visits to selected areas. Then the Routine On-Site Determination
Method was utilized to determine the upper boundary of the wetlands. In order to make a positive wetland
determination indicators of hydrophytic vegetation, hydric soil, and wetland hydrology were be
identified as described in the manual.
SUMMARY OF JURISDICTIONAL WATERS OF U.S.
Surface Waters Intermittent to Perennial (+ 1,800 If) + 0.20 ac.
Wetlands + 0.25 ac.
Approximate Total - Waters of the U.S. + 0.45 ac.
SUMMARY OF IMPACTS
Surface Waters Important - Int. / Perennial ( + 150 If - dam,crossing)
Unimp. Stream (+ 7001f)
Intermittent to Perennial ( + 350 if - flooding)
Wetlands
Total Impacts - Waters of the U.S.
WETLANDS PERMITTING AND MITIGATION
Avoidance, Minimization, and Mitigation
The following avoidance and minimization efforts and measures will also be taken:
+ 0.02 ac.
+ 0.04 ac.
+ 0.02 ac.
+ 0.25 ac.
+ 0.33 ac.
Best Management Practices will also be employed to minimize impacts to Jurisdictional Waters. These
will include:
a) Siltation Barriers; Sediment Traps and Diversion Ditches
b) Barricades to define construction limits to sensitive sites and to protect trees to be preserved
c) Preconstruction meetings
d) Vehicular access will be restricted to specific areas to avoid disturbance to adjacent wetlands and
natural areas to be preserved.
e) Methods to prevent short term impacts will be inspected regularly and maintained during
construction of the project.
f) Wetlands/streams to be preserved will be clearly marked prior to construction to prevent
accidental damage. The contractors will be held responsible for unauthorized wetland and stream
damage not permitted according to plans and specifications.
g) Project construction will strictly adhere to an approved Sedimentation and Erosion Control Plan.
Best Management Practices will include utilizing siltation trapping ponds and other erosion
control structures where appropriate. Impacts from hazardous materials and other toxins to fish
Chestnut Subdivision, Page 4
December 14, 2000
and aquatic life such as fuels will be avoided by not permitting staging areas to be located near
surface waters.
h) As required by the 401 Water Quality Certification conditions, measures will be taken to prevent
"live" or fresh concrete from coming into contact with waters until the concrete has hardened.
Proposed Compensatory Mitigation - Stormwater Management Plan
A Stormwater Management Plan will be designed and implemented for the project to meet the 401 Water
Quality Certification requirements. Stormwater management becomes necessary when increasing the
impervious area within an existing natural area. The planners will utilize information and guidelines
provided by the North Carolina Department of Environment, Health, and Natural Resources Water
Quality Section in developing this stormwater wetland. A wet detention basins shall be the primary
treatment system for stormwater runoff. Water will be released over a 2 to 5 day period to the wetland
mitigation areas to increase filtration. Discharge velocity of the outclass will be less than five cfs.
To compensate for the loss of the wetland, a wetland zone will be developed in conjunction with the
wet detention pond. A littoral zone/forebay will be incorporated into the design of the wet pond to
encourage additional nutrient removal. The planners will utilize information and guidelines provided by
the North Carolina Department of Environment, Health, and Natural Resources in developing the design
of wet detention basins usina the Table 1.1 in the Stormwater Best Management Practices, NCDENR,
November, 1995.
Planting of the proposed wetland areas (as applicable) will be selected from the following list:
Scrub/Shrub
Alnus serrulata Betula nigra Cephalanthus occidentalis
Corpus amomum Ilex decidua Lindera benzoin
Salix nigra Viburnum species Others as approved
Herbaceous
Zone 1 - Wetland areas in temporarily saturated soils or subject to occasional and brief inundation
Agrostis alba (Red Top) Polygonum spp.(Smartweed) Carex species (Sedge)
Juncus effusus (Soft Rush) Eleocharis spp.(Spikerush) Leersia sp. (Rice cutgrass)
Zone 2 - Wetland areas prone to persistent flooding or ponding
Moist to 1 Foot of Water
Three Square Bulrush
Sedge species
Shallow Water Plants
Sweet Flag
Pickerel Weed
Creeping Spike Rush Soft Rush
Lizard Tail Others
Arrow-Arum Duck Potato
Others
Chestnut Subdivision, Page 5
December 14, 2000
Planting shall be in naturalistic / random clumps to encourage diversity. Specific plant species, quantities,
and size, which will be utilized for the mitigation sites will be dependent on availability, cost, time of year
in which planting occurs. Existing wetlands and surface waters and buffer areas will be protected from
erosion and sedimentation during construction and installation of the mitigation sites. Control structures
such as sedimentation traps, siltation barriers, and/or at a minimum silt fence will be utilized as necessary.
PROTECTION FROM FUTURE DEVELOPMENT
The preserved wetlands and streams will be protected from future impacts by the applicant or by a group
designated by the applicant for this purpose. Development of these areas will be deed restricted in
accordance with restrictive covenants, which will be developed for approval by the USACE and/or
NCDWQ.
THREATENED AND ENDANGERED SPECIES
Federally listed plant and animal species with endangered or threatened status are protected under the
Endangered Species Act of 1973. The US Fish and Wildlife Service has identified Schweinitz's sunflower
(Helianthus schweinitzii) and the Carolina heelsplitter (Mecklenburg County). Schweinitz's sunflower
thrives in full sun characteristic of succession fields, margins, and forested openings. Based on a site
reconnaissance, habitat conducive to support the Schweinitz's sunflower is not present in the project area.
The Carolina heelsplitter is a freshwater mussel, which prefers shaded areas either, in a ponded portion of
a small stream or in runs along steep banks with moderate current. Primary habitat is waters less than
three feet deep with a soft mud, muddy sand, or shady gravelly substrate. It is normally restricted to
protected silted areas or under banks especially associated with obstructions such as stumps or fallen trees.
Its current distribution according to the US Fish and Wildlife Service is limited to portions of two streams
-- Goose Creek and Waxhaw Creek -- and a small river originating from rural areas in Union County.
Therefore it is not expected to occur on this site.
CULTURAL RESOURCES
The project site is disturbed from previous agricultural activities. No structures were found on the site.
The State Historic Preservation Office may review of the USGS maps at the Office of State Archaeology
and the Survey and Planning Office of the North Carolina Department of Cultural Resources to determine
if sites are indicated on the National Historic Register within the study area.
AQUATIC HABITAT
The aquatic systems in the project area consist of tributaries in Catawba River Basin. A variety of wildlife
is supported by these systems including mammals, birds, reptiles, amphibians, fish, insects, mollusks, and
crustaceans. Therefore strict adherence to an approved erosion and sedimentation control plan will be
maintained during the construction period in order to control degradation of water quality downstream
and protect the areas to be preserved.
Chestnut Subdivision, Page 6
December 14, 2000
CONCLUSION
This project will provide important economic benefits to the region. Based on the value of the
jurisdictional waters and wetlands on this site, the developer has chosen to balance the site's economic
viability with its environmental value and permitability. The goal of the Stormwater Treatment and
Mitigation Plan is to help balance the environmental consequences of this development by creating a
beneficial aquatic resource that will help maintain or minimize degradation of waters of the U.S.
downstream of the project and replace the functions of the small wetland areas that must be impacted by
the development. The mitigation sites will be preserved by the applicant or by a group designated by the
owner for this purpose.
Please contact me if you have any questions or require additional explanation. Thank you for your
consideration.
065nard S. Rindner, PWS
Environmental Planning Consultant
Profession Wetland Scientist
cc: Mr. Lanny Skidmore
Mr. John Ross
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2

LEONARD S. RINDNE PWS 3714 Spokeshave Lane
Environmental Planning Consultant Matthews, NC 28105
Professional Wetland Scientist Tele: [phone]
Land Planning
Fax [phone]
November 15, 2000
Mr. Steve Chapin
US Army Corps of Engineers - Reg. Field Office
151 Patton Avenue - Room 208
Asheville, NC 28801 - 5006
Mr. John R. Dorney
Division of Water Quality - NCDENR
1621 Mail Service Center
Raleigh, NC 27669-1621
Mr. Rex Gleason
Pete Colwell
NCDENR - Division of Water Quality
919 North Main Street
Mooresville, NC 28115
Re: Wetland/Stream Permitting Chestnut Subdivision, Weddington, Union County, North
Carolina
Dear Sirs:
On behalf of Lanny Skidmore of the Mathisen Company, I am notifying you of the corrective
measures that will be taken for the proposed development. The parties involved have reviewed the
chain of events, which lead to this incident, and have taken measures to minimize the potential of a
similar incident. By no means, was it the owners, contractors, or planner's intent to conduct this
unauthorized impact.
The following measures are based on a meeting with the USACE (Steve Chapin), NCDENR -
Land Quality (Susan Yates), and NCDENR - Water Quality (Pete Colwell).
Summary
1) Prepare After-the-Fact Nationwide Permit Application
Based on discussions in the field with the USACE and the NCDWQ, we will be eligible to apply
for an after-the-fact permit application on the project. However, there will need to be some
modifications to the site plan to minimize impacts and implement minimization.
Page 2, November 15, 2000
Proposed Chestnut Subdivision Modifications
1) Unauthorized impacts to streams and wetland areas will be applied for as required after-
the-fact. The developer will include proposed plan changes and minimization measures as discused
in the field.
2) Drainage from off-site will be directed to the head of the stream to be preserved in the
vicinity of Lot 13..
3) The Amhurst Court cul-de-sac will to be shortened, and the stream banks repaired. Lot 16
and 17 will be designed to utilize a shared driveway. Lot 15 will be modified to allow a common
area at the head of the existing stream to remain.
4) The planners will design a stormwater detention facility in the vicinity of the disturbed
stream in the powerline right-of-way. The pond will be designed per Stormwater Best Management
Practices, 1999. The pond will be designed as a natural feature that includes adjacent littoral
wetland zones and forebay.
5) Stormwater from the eastern portion of the project (lots 42 to 63) will be directed to an
existing wetland and floodplain area in the vicinity of Lot 50. If possible, stormdrainage will be
directed to the pond.
7) The planners will work with NCDENR-Land Quality based on discussions with Susan
Yates to modify the Sedimentation Erosion Control Plan relative to the modified site plan.
The site plan is currently being modified. In the near future it is our intention to prepare an
application for submittal to the USACE and NCDWQ. The pond design will be submitted to the
NCDENR for approval.
Please let me know if you have any questions or require further explanation.
Thank you for your consideration.
S' erel
Leonard S. Rindner, PWS
Professional Wetland Scientist
Environmental Planning Consultant
cc: Lanny Skidmore - Mathisen Company
John Ross - Eagle Engineering
Mr. John Ross, Page 2
November 4, 2000
6) Stormwater from the eastern portion of the project (lots 42 to 63) should be directed to the
low area in the vicinity of lot 50.
7) Susan Yates indicated that the sedimentation and erosion control plan would need to be
modified to meet the objectives of this plan. She recommended that the designer contact her to
discuss what changes needed to be made.
8) Once the site plan is modified, I will need to prepare an application to the USACE and
NCDWQ. The pond design will be subject to approval by the NCDWQ, in Raleigh.
9) I will need to respond to the NCDWQ and the USACE as soon as possible regarding our
intentions.
Please let me know if you have any questions or require further explanation.
Thanks.
Sincerely,
66nard S. Rindner, P W S
Professional Wetland Scientist
Environmental Planning Consultant
cc: Steve Chapin - USACE
Pete Colwell - NCDENR
Susan Yates - NCDENR
Rex Gleason - NCDENR
7o Joy ?A&° eel
LEONARD S. RINDNEX PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
November 4, 2000
Mr. John Ross
Eagle Engineering Inc.
6208 Crest Circle, Suite 222
Indian Trail, NC 28079
Re: Wetland/Stream Permitting Issues: Chestnut Subdivision, Weddington, Union County,
North Carolina
Dear John:
The following is a review of my meeting with the USACE (Steve Chapin), NCDENR - Land
Quality (Susan Yates), and NCDENR - Water Quality (Pete Colwell). It was determined that the
impacts to streams and wetlands were unauthorized. However, based on negotiations (positive vs.
punitive) in the field with the USACE and the NCDWQ, we will be eligible to apply for an after-
the-fact permit application on the project. However, there will need to be some modifications to the
site plan to minimize impacts and implement mitigation.
Summary
1) The USACE and NCDWQ will accept impacts to streams and wetland areas upstream of
the blue and yellow flag in the vicinity of the Lot 13-rear lot line.
2) Drainage from oft-site should be directed to the head of the stream to be preserved.
3) The Amhurst Court cul-de-sac may need to be shortened, and the stream repaired. Lot 16
and 17 may need to utilize a shared driveway. Lot 15 should be modified to allow a common area
at the head of the existing stream to remain.
4) The USACE and NCDWQ agreed to accept the development of a pond and wetland
feature downstream of Lot 17 and 18 that will be both a water quality pond as well as a mitigation
site. This is in lieu of potentially applying for an after the fact Individual Permit and complex
stream restoration plan. After discussion, both agencies agreed that disturbances were an honest
misunderstanding, and that a pond in this location would probably have been an acceptable use for
this area with a pre-construction notification as mitigation for other impacts. It was recommended
that access through the right-of-way be tied in with the development of the forebay and dam
feature.
5) The pond should be designed per Stormwater Best Management Practices, 1999, either as
a water quality pond or as an extended detention wetland (a marsh like feature). The pond should
be designed as a natural feature that includes adjacent littoral wetland zones. A shallow feature is
recommended.
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Mr. John Ross,. Page 2
November 4, 2000
6) Stormwater from the eastern portion of the project (lots 42 to 63) should be directed to the
low area in the vicinity of lot 50.
7) Susan Yates indicated that the sedimentation and erosion control plan would need to be
modified to meet the objectives of this plan. She recommended that the designer contact her to
discuss what changes needed to be made.
8) Once the site plan is modified, I will need to prepare an application to the USACE and
NCDWQ. The pond design will be subject to approval by the NCDWQ, in Raleigh.
9) I will need to respond to the NCDWQ and the USACE as soon as possible regarding our
intentions.
Please let me know if you have any questions or require further explanation.
Thanks.
Sincerely
Leonard S. Rindner, PWS
Professional Wetland Scientist
Environmental Planning Consultant
001558
0 Chestnut Subdivision
LLJ
Union County
North Carolina
Joint Application Form and Supporting Documentation for
NATIONWIDE PERMITS THAT REQUIRE NOTIFICATION
TO CORPS OF ENGINEERS
NATIONWIDE PERMITS THAT REQUIRE
SECTION 401 CERTIFICATION CONCURRENCE
Prepared For:
Mr. Lanny Skidmore
The Mathisen Company
6208 Creft Circle, Suite 230
Indian Trail, NC 28079
1-704-882-1193
Leonard S. Rindner, PWS
Environmental Planning Consultant
3714 Spokeshave Lane
Matthews, NC 28105
1-[phone]
*Subject to verification by the USACE & NCDWQ
Date : 12/00
RLCEiVED
1
oioISO
DEM ID: CORPS ACTION ID:'
TIONWIDE PERMIT REQUESTED (P OVIDE ATIgNWIDE PERMIT r
evo, e. 46
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1) NOTIFICATION TO TIM CORPS OF ENGINEERS
2) APPLICATION FOR SECTION 401 CERTIFICATION
3) COORDINATION WITH THE NC DIVISION OF COASTAL bdANAGMPMNT
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE
FIELD OFFICE OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT
(SEE AGENCY ADDRESSES SHEET). PLEASE PRINT.
1. OWNERS NAME:
2. MAILING ADDR7SS:
Ala -AA
r SUB/DIVISION N21147-:
CITY: lb o d f STATE: V
ZIP CODE:
280"
PROJECT LOCATION ADDRESS, INCLUDING SUBD_VISION NAME (IF DIFFERENT FROM
MAILING ADDRESS ABOVE) :
I
3. TELEPHONE NUMBER (HOME):
(WORK)
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER:
- UAJI
Si141 sepmaMot.
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
MAP OR AERPHOTOGRAPHY WITH SCALE) : Ad4dtftq'4p%
COUNTY : NEAREST TOWN OR CITY
.?la T%?sr4ztl G?tc rcv?u?uC ?„ ?,C?, c(d
6g4oal UA/21 0% a
I ttw
SPECIFIC LOCATION (INCLUDE ROAD
NUMBERS, LANDMARKS, ETC.):

-`• •? ??" CSI
6. IMPACTED OR NEAREST STREAM/RIVER: ur
RIVER BASIN: '91-y4e
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY (WS-I OR WS-II)? YES [ ] NO [ ] IF YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF ENVIRONMENTAL CONCERN (AEC)? YES [ ] NO [ ]
7c. IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8a. HAVE ANY SECTION 404 PERMITS JEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [ ] NO [OOT IF YES, PROVIDE ACTION I.D. NUMBER OF
PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION):
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ ] NO [y IF YES, DESCRIBE ANTICIPATED WORK:
9a. ESTIMATED TOTAL NUMBER OF ACRES IN TRACT OF LAND: ±
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SIITTE/:?
moo
- atal'?S
2
10a. NUMBER OF AC?,ES O WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: EXCAVATION:
- lf4jWA
FLOODING : 3 ?ei/r4?i • T??I Iy?fiER
DRAINAGE : TOTAL ACRES TO BE IMPACTED : ?• ,dr4?Y'??S
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
RELOCATED, PROV 4 pD Tv C; BO O$E AND AFTER REO CATION)
LENGTH BEFORE: I?,V?r AFTER : _ d FT
3 SV doo 11?5 FT
WIDTH BEFORE (based on normal hig water contours):
WIDTH AFTER: FT
AVERAGE DEPTH BEFORE: FT AFTER: FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL:
CHANNEL EXCAVATION:
OTHER:
CONSTRUCTION OF A DAM/FLOODING:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND?
WHAT IS THE EXPECTED POND SURFACE AREA?
5&-4 0464Ar..t
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8 1/2" X 11" DRAWINGS
ONLY) :
13. PURPOSE OF PROPOSED WORK:
3
15. YOU ARE REQUIRED TO CONTACT THE U.S. FISH AND WILDLIFE SERVICE
(USFWS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SHEET) REGARDING THE PRESENCE OF ANY FEDERALLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL HABITAT
IN THE PERMIT AREA THAT MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE
CONTACTED: (ATTACH RESPONSES
FROM THESE AGENCIES.)
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORIC
PROPERTIES IN THE PERMIT AREA WHICH MAY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED:
1.7. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND?
YES [) NO W (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL
POLICY ACT?
YES [ ) NO [ )
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE?
YES [ ) NO []
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE
STATE CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL MANAGEMENT REGARDING
COMPLIANCE WITH THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].
4
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED
OUT IN WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND
18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL,
INTO WETLANDS:
a. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26,
29, AND 38). ALL STREAMS (INTERMITTENT AND PERMANENT) ON THE PROPERTY
MUST BE SHOWN ON THE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR 1
INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. -IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY PROJECT.
c. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA
SHEETS RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY?
,?A?40A-0mg mores r
f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
r
g. SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE: WETLANDS OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO:
1) ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF
ENVIRONMENTAL MANAGEMENT (WATER QUALITY) CERTIFICATION, AND
3) (IN TIM TWENTY COASTAL COUNTIES ONLY), A LETTER FROM THE
NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEMENT
PROGRAM.
OWNER'S/AGENT'S SIGNATURE
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED (18g.))
DATE
5
LEONARD S. RINDNER, PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning [phone]
December 14, 2000
Mr. Steve Chapin
US Army Corps of Engineers - Reg. Field Office
151 Patton Avenue - Room 208
Asheville, NC 28801 - 5006
Mr. John R Dorney
Division of Water Quality - NCDENR
1621 Mail Service Center
Raleigh, NC 27699-1621
Mr. Mike Parker
NCDENR - Division of Water Quality
919 North Main Street
Mooresville, NC 28115
Re: Chestnut Subdivision - + 51 Acre, Union Countv. North Carolina - NWP #39
Dear Sirs:
On behalf of my client, Mr. Lanny Skidmore of The Mathisen Company, I am requesting confirmation of
eligibility after-the-fact, to fill +0.34 acres of Jurisdictional Waters of the U.S. (±0.25 acres of wetlands
and 150 if of important stream (+ 0.03 acres), and 700 If unimportant streams (.06 acres) utilizing NWP
39. The following is based on a meeting with Pete Colwell of the NCDENR, and Steve Chapin of the
USAGE. A storm water treatment facility will be developed to treat runoff from the development and as
an amenity. An adjacent wetland shelf will be developed to enhance the aquatic resource. Project
construction will strictly adhere to an approved Sedimentation and Erosion Control Plan.
General Wetland Classification and Description
The wetlands on this site can be described as Palustrine Forested Broad Leaved and Scrub-Shrub
Temporarily Flooded. The majority of the site is a moderately sloping former agricultural land and
woodland. The forested headwater wetland areas are dominated by Facultative Wet and Facultative
species. Trees include sweetgum, tulip-poplar, red maple, willow oak, black willow, and American elm.
Understory and herbaceous strata includes smilax, sedges, soft rush, poison ivy, etc. The site includes
Chewacla soils. These soils are map units, which may have inclusions of hydric soils according to the
Natural Resource Conservation Service, Technical Guide-Section 11-A-2, June 1991.
SUMMARY OF WATERS OF THE U.S.
Methodology
Preliminary identification of the Jurisdictional Waters on the site were determined according to the Corps
of Engineers Wetland Delineation Manual, Technical Report Y-87-1, 1987, with Appendices. Preliminary
data gathering included review and interpretation of topographic maps; USDA Soil Conservation Survey;
Chestnut Subdivision, Page 3
December 14, 2000
aerial photographs, and preliminary site visits to selected areas. Then the Routine On-Site Determination
Method was utilized to determine the upper boundary of the wetlands. In order to make a positive wetland
determination indicators of hydrophytic vegetation, hydric soil, and wetland hydrology were be
identified as described in the manual.
SUMMARY OF JURISDICTIONAL WATERS OF U.S.
Surface Waters Intermittent to Perennial ( + 1,800 If) + 0.20 ac.
Wetlands + 0.25 ac.
Approximate Total - Waters of the U.S. + 0.45 ac.
SUMMARY OF IMPACTS
Surface Waters Important - Int. / Perennial { + 150 If - dam,crossing) + 0.02 ac.
Unimp. Stream (++ 7001f) + 0.04 ac.
Intermittent to Perennial (+ 350 If - flooding) + 0.02 ac.
Wetlands + 0.25 ac.
Total Impacts - Waters of the U.S. + 0.33 ac.
WETLANDS PERMITTING AND MITIGATION
Avoidance, Minimization, and Mitigation
The following avoidance and minimization efforts and measures will also be taken:
Best Management Practices will also be employed to minimize impacts to Jurisdictional Waters. These
will include:
a) Siltation Barriers; Sediment Traps and Diversion Ditches
b) Barricades to define construction limits to sensitive sites and to protect trees to be preserved
c) Preconstruction meetings
d) Vehicular access will be restricted to specific areas to avoid disturbance to adjacent wetlands and
natural areas to be preserved.
e) Methods to prevent short term impacts will be inspected regularly and maintained during
construction of the project.
f) Wetlands/streams to be preserved will be clearly marked prior to construction to prevent
accidental damage. The contractors will be held responsible for unauthorized wetland and stream
damage not permitted according to plans and specifications.
g) Project construction will strictly adhere to an approved Sedimentation and Erosion Control Plan.
Best Management Practices will include utilizing siltation trapping ponds and other erosion
control structures where appropriate. Impacts from hazardous materials and other toxins to fish
Chestnut Subdivision, Page 4
December 14, 2000
and aquatic life such as fuels will be avoided by not permitting staging areas to be located near
surface waters.
h) As required by the 401 Water Quality Certification conditions, measures will be taken to prevent
"live" or fresh concrete from coming into contact with waters until the concrete has hardened.
Proposed Compensatory Mitigation - Stormwater Management Plan
A Stormwater Management Plan will be designed and implemented for the project to meet the 401 Water
Quality Certification requirements. Stormwater management becomes necessary when increasing the
impervious area within an existing natural area. The planners will utilize information and guidelines
provided by the North Carolina Department of Environment, Health, and Natural Resources Water
Quality Section in developing this stormwater wetland. A wet detention basins shall be the primary
treatment system for stormwater runoff. Water will be released over a 2 to 5 day period to the wetland
mitigation areas to increase filtration. Discharge velocity of the outclass will be less than five cfs.
To compensate for the loss of the wetland, a wetland zone will be developed in conjunction with the
wet detention pond. A littoral zone/forebay will be incorporated into the design of the wet pond to
encourage additional nutrient removal. The planners will utilize information and guidelines provided by
the North Carolina Department of Environment, Health, and Natural Resources in developing the design
of wet detention basins using the Table 1.1 in the Stormwater Best Management Practices, NCDENR,
November, 1995.
Planting of the proposed wetland areas (as applicable) will be selected from the following list:
Scrub/Shrub
Alnus serrulata Betula nigra Cephalanthus occidentalis
Comas amomum Ilex decidua Lindera benzoin
Salix nigra Viburnum species Others as approved
Herbaceous
Zone 1 - Wetland areas in temporarily saturated soils or subject to occasional and brief inundation
Agrostis alba (Red Top) Polygonum spp.(Smartweed) Carex species (Sedge)
Juncus effusus (Soft Rush) Eleocharis spp.(Spikerush) Leersia sp. (Rice cutgrass)
Zone 2 - Wetland areas prone to persistent flooding or pondinQ
Moist to I Foot of Water
Three Square Bulrush
Sedge species
Shallow Water Plants
Sweet Flag
Pickerel Weed
Creeping Spike Rush Soft Rush
Lizard Tail Others
Arrow-Arum Duck Potato
Others
Chestnut Subdivision, Page 5
December 14, 2000
Planting shall be in naturalistic / random clumps to encourage diversity. Specific plant species, quantities,
and size, which will be utilized for the mitigation sites will be dependent on availability, cost, time of year
in which planting occurs. Existing wetlands and surface waters and buffer areas will be protected from
erosion and sedimentation during construction and installation of the mitigation sites. Control structures
such as sedimentation traps, siltation barriers, and/or at a minimum silt fence will be utilized as necessary.
PROTECTION FROM FUTURE DEVELOPMENT
The preserved wetlands and streams will be protected from future impacts by the applicant or by a group
designated by the applicant for this purpose. Development of these areas will be deed restricted in
accordance with restrictive covenants, which will be developed for approval by the USACE and/or
NCDWQ.
THREATENED AND ENDANGERED SPECIES
Federally listed plant and animal species with endangered or threatened status are protected under the
Endangered Species Act of 1973. The US Fish and Wildlife Service has identified Schweinitz's sunflower
(Helianthus schweinitzii) and the Carolina heelsplitter (Mecklenburg County). Schweinitz's sunflower
thrives in full sun characteristic of succession fields, margins, and forested openings. Based on a site
reconnaissance, habitat conducive to support the Schweinitz's sunflower is not present in the project area.
The Carolina heelsplitter is a freshwater mussel, which prefers shaded areas either, in a ponded portion of
a small stream or in runs along steep banks with moderate current. Primary habitat is waters less than
three feet deep with a soft mud, muddy sand, or shady gravelly substrate. It is normally restricted to
protected silted areas or under banks especially associated. with obstructions such as stumps or fallen trees.
Its current distribution according to the US Fish and Wildlife Service is limited to portions of two streams
-- Goose Creek and Waxhaw Creek -- and a small river originating from rural areas in Union County.
Therefore it is not expected to occur on this site.
CULTURAL RESOURCES
The project site is disturbed from previous agricultural activities. No structures were found on the site.
The State Historic Preservation Office may review of the USGS maps at the Office of State Archaeology
and the Survey and Planning Office of the North Carolina Department of Cultural Resources to determine
if sites are indicated on the National Historic Register within the study area.
AQUATIC HABITAT
The aquatic systems in the project area consist of tributaries in Catawba River Basin. A variety of wildlife
is supported by these systems including mammals, birds, reptiles, amphibians, fish, insects, mollusks, and
crustaceans. Therefore strict adherence to an approved erosion and sedimentation control plan will be
maintained during the construction period in order to control degradation of water quality downstream
and protect the areas to be preserved.
Chestnut Subdivision, Page 6
December 14, 2000
CONCLUSION
This project will provide important economic benefits to the region. Based on the value of the
jurisdictional waters and wetlands on this site, the developer has chosen to balance the site's economic
viability with its environmental value and permitability. The goal of the Stormwater Treatment and
Mitigation Plan is to help balance the environmental consequences of this development by creating a
beneficial aquatic resource that will help maintain or minimize degradation of waters of the U.S.
downstream of the project and replace the functions of the small wetland areas that must be impacted by
the development. The mitigation sites will be preserved by the applicant or by a group designated by the
owner for this purpose.
Please contact me if you have any questions or require additional explanation. Thank you for your
consideration.
L%nard S. Rindner, PWS
Environmental Planning Consultant
Profession Wetland Scientist
cc: Mr. Lanny Skidmore
Mr. John Ross
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LEONARD S RINDNER. PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
November 15, 2000
Mr. Steve Chapin
US Army Corps of Engineers - Reg. Field Office
151 Patton Avenue - Room 208
Asheville, NC 28801 - 5006
Mr. John R. Dorney
Division of Water Quality - NCDENR
1621 Mail Service Center
Raleigh, NC 27669-1621
Mr. Rex Gleason
Pete Colwell
NCDENR - Division of Water Quality
919 North Main Street
Mooresville, NC 28115
Re: Wetland/Stream Permitting • Chestnut Subdivision, Weddington, Union County, North
Carolina
Dear Sirs:
On behalf of Lanny Skidmore of the Mathisen Company, I am notifying you of the corrective
measures that will be taken for the proposed development. The parties involved have reviewed the
chain of events, which lead to this incident, and have taken measures to minimize the potential of a
similar incident. By no means, was it the owners, contractors, or planner's intent to conduct this
unauthorized impact.
The following measures are based on a meeting with the USACE (Steve Chapin), NCDENR -
Land Quality (Susan Yates), and NCDENR - Water Quality (Pete Colwell).
Summary
1) Prepare After-the-Fact Nationwide Permit Application
Based on discussions in the field with the USACE and the NCDWQ, we will be eligible to apply
for an after-the-fact permit application on the project. However, there will need to be some
modifications to the site plan to minimize impacts and implement minimization.
Page 2, November 15, 2000
Proposed Chestnut Subdivision Modifications
I ) Unauthorized impacts to streams and wetland areas will be applied for as required after-
the-fact. The developer will include proposed plan changes and minimization measures as discused
in the field.
2) Drainage from off-site will be directed to the head of the stream to be preserved in the
vicinity of Lot 13..
3) The Amhurst Court cul-de-sac will to be shortened, and the stream banks repaired. Lot 16
and 17 will be designed to utilize a shared driveway. Lot 15 will be modified to allow a common
area at the head of the existing stream to remain.
4) The planners will design a stormwater detention facility in the vicinity of the disturbed
stream in the powerline right-of-way. The pond will be designed per Stormwater Best Management
Practices, 1999. The pond will be designed as a natural feature that includes adjacent littoral
wetland zones and forebay.
5) Stormwater from the eastern portion of the project (lots 42 to 63) will be directed to an
existing wetland and floodplain area in the vicinity of Lot 50. If possible, stormdrainage will be
directed to the pond.
7) The planners will work with NCDENR-Land Quality based on discussions with Susan
Yates to modify the Sedimentation Erosion Control Plan relative to the modified site plan.
The site plan is currently being modified. In the near future it is our intention to prepare an
application for submittal to the USACE and NCDWQ. The pond design will be submitted to the
NCDENR for approval.
Please let me know if you have any questions or require further explanation.
Thank you for your consideration.
S' ere]
Leonard S. Rindner, PWS
Professional Wetland Scientist
Environmental Planning Consultant
cc: Lanny Skidmore - Mathisen Company
John Ross - Eagle Engineering
Mr. John Ross, Page 2
November 4, 2000
6) Stormwater from the eastern portion of the project (lots 42 to 63) should be directed to the
low area in the vicinity of lot 50.
7) Susan Yates indicated that the sedimentation and erosion control plan would need to be
modified to meet the objectives of this plan. She recommended that the designer contact her to
discuss what changes needed to be made.
8) Once the site plan is modified, I will need to prepare an application to the USACE and
NCDWQ. The pond design will be subject to approval by the NCDWQ, in Raleigh.
9) I will need to respond to the NCDWQ and the USACE as soon as possible regarding our
intentions.
Please let me know if you have any questions or require further explanation.
Thanks.
Sincerely,
t5onard S. Rindner, PWS
Professional Wetland Scientist
Environmental Planning Consultant
cc: Steve Chapin - USACE
Pete Colwell - NCDENR
Susan Yates - NCDENR
Rex Gleason - NCDENR
70.' Joe, I-Alooo(I
LEONARD S. RINDNER. PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
November 4, 2000
Mr. John Ross
Eagle Engineering Inc.
6208 Crest Circle, Suite 222
Indian Trail, NC 28079
Re: Wetland/Stream Permitting Issues: Chestnut Subdivision, Weddington, Union County,
North Carolina
Dear John:
The following is a review of my meeting with the USACE (Steve Chapin), NCDENR - Land
Quality (Susan Yates), and NCDENR - Water Quality (Pete Colwell). It was determined that the
impacts to streams and wetlands were unauthorized. However, based on negotiations (positive vs.
punitive) in the field with the USACE and the NCDWQ, we will be eligible to apply for an after-
the-fact permit application on the project. However, there will need to be some modifications to the
site plan to minimize impacts and implement mitigation.
Summary
1) The USACE and NCDWQ will accept impacts to streams and wetland areas upstream of
the blue and yellow flag in the vicinity of the Lot 13-rear lot line.
2) Drainage from off-site should be directed to the head of the stream to be preserved.
3) The Amhurst Court cul-de-sac may need to be shortened, and the stream repaired. Lot 16
and 17 may need to utilize a shared driveway. Lot 15 should be modified to allow a common area
at the head of the existing stream to remain.
4) The USACE and NCDWQ agreed to accept the development of a pond and wetland
feature downstream of Lot 17 and 18 that will be both a water quality pond as well as a mitigation
site. This is in lieu of potentially applying for an after the fact Individual Permit and complex
stream restoration plan. After discussion, both agencies agreed that disturbances were an honest
misunderstanding, and that a pond in this location would probably have been an acceptable use for
this area with a pre-construction notification as mitigation for other impacts. It was recommended
that access through the right-of-way be tied in with the development of the forebay and dam
feature.
5) The pond should be designed per Stormwater Best Management Practices, 1999, either as
a water quality pond or as an extended detention wetland (a marsh like feature). The pond should
be designed as a natural feature that includes adjacent littoral wetland zones. A shallow feature is
recommended.
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Mr. John Ross,. Page 2
November 4, 2000
6) Stormwater from the eastern portion of the project (lots 42 to 63) should be directed to the
low area in the vicinity of lot 50.
7) Susan Yates indicated that the sedimentation and erosion control plan would need to be
modified to meet the objectives of this plan. She recommended that the designer contact her to
discuss what changes needed to be made.
8) Once the site plan is modified, I will need to prepare an application to the USACE and
NCDWQ. The pond design will be subject to approval by the NCDWQ, in Raleigh.
9) I will need to respond to the NCDWQ and the USACE as soon as possible regarding our
intentions.
Please let me know if you have any questions or require further explanation.
Thanks.
Leonard S. Rindner, PWS
Professional Wetland Scientist
Environmental Planning Consultant

ENGINEERING CALCULATIONS
POND ROUTING CALCULATIONS
co
1
FOR
CHESTNUT SUBDIVISION
INDIAN TRAIL, NORTH CAROLINA
PREPARED BY
MNW-! VAKFAM
EAGLE ENGINEERING, INC.
6208 CREFT CIRCLE
INDIAN TRAIL, NC 28079
704.882.422
CARP '••
a SEAL 9<
14959
•?: ;mac:
y
P. 0 S1 %
'mm
001558
RE?p.1VED
r. 15-Nov-00
Summary
Pond -1
STORM WATER DETENTION
SUMMARY
6hr rainfall event
Post Development
Q(2) = 15.8 cfs
Q(10) = 62.4 cfs
Detention
Outfall Structure with 8" WEIR
Spillway Elevation at 704.50'
Top of Berm at 706.87'
50 Year Water Elevation at 705.87'
-~ Simplified SCS Method was used for all storm water detention calculations --
AGLE
NGINEERING
NC
6208 Creft Circle
Indian Trail, NC
704.882.4222
704.882.4232
Suite 222 Job CheAqui' s/D
28079 Job No. DD-129 Sheet of
Office Calculated by MW Checked by
Fax Date ni,JdA2 Scale

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AGLE
NGINEERING
NC
6208 Creft Circle Suite 222
Indian Trail, NC 28079
704.882.4222 Office
704.882.4232 Fax
Job
Job No. Sheet of
Calculated by Checked by
Date scale
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CHESTNUT Pond-1
EEI-00-129
POND STORAGE VOLUME:
Perm Pool
Stage CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUNM
S.F. C.F. C.F.

700,00 0 0.0 0 0
701.00 0 1.0 0 0
702.00 0 2.0 0 0
703.00 12,295 3.0 0 0
703.50 1.378 3.5 2,965 2,965
704.00 14.860 4.0 3,460 6,425
704.50 16.221 4.5 7,768 14,193
705.00 17,582 5.0 8,448 22,641
705.50 0 5.5 2.930 25,572
706.00 0 6.0 0 25.572
0.00 0

ORIFICE FLOW DATA:

ORIFICE
NO.
DIA.
AREA
S.F.
'C' INVERT
ELEV. GENTR
ELEV.
DESCRIPTION
1 0 0.000 0.6 0.00 8" orifice
2 0 0.000 0.6 0 0.00 N/A
3 0 0.000 0.6 0 0.00 N/A

WEIR FLOW DATA: SPILLWAY FLOW DATA:

WEIR
NO. CREST
ELEV.
.)
LENGTH
(FT.
'C'
1 703.00 0.667 3.0
2 704.25 8 3.0
3 0.00 0 3.0

EMERGENCY SPILLWAY
CREST ELEV. = 704.50
WIDTH = 10
Z = 3
Oct = VARIES
COMBINED FLOW:
ORIFICES WEIRS SPILLWAY TOTAL
ELEV. Ql
C.F.S. Q2
C.F.S. Q3
C+'.5. Ql
C.FS. Q2
E.F.S. , Q3`
C?F.S4 Q1
.F•+ FLOW

700.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
701.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
702.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
703.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
703.50 0.00 0.00 0.00 0.71 0.00 0.00 0.00 0.71
704.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.00
704.50 0.00 0.00 0.00 3.68 3.00 0.00 0.00 6.68
705.00 0.00 0.00 0.00 5.66 15.59 0.00 11.62 32.87
705.50 0.00 0.00 0.00 7.91 33.54 0.00 33.00 74.45
706.00 0.00 0.00 0.00 10.40 55.56 0.00 60.81 126.77
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0 0 0 0 0 0 0 0 0.00
FINAL RESULTS:
STAGE STORAGE DISCHARGE
(FT.) C.F C.F.S.

700.00 0 0.00
701.00 0 0.00
702.00 0 0.00
703.00 0 0.00
703.50 2,965 0.71
704.00 6,425 2.00
704.50 14,193 6.68
705.00 21641 32.87
705.50 25.572 74.45
706.00 25.572 126.77
0.00 0 0.00
0.00 0 0.00
0.00 0 0.00
0.00 0 0.00
0.00 0 0.00
0.00 0 0.00

1-1-C
Chestnut Subdivision
EEI#00-129
DESIGN RAINFALL DATA
Depth . . . . . . 1.00 inches Duration. . . . . 6.00 hours
Return Period . . 10.00 years SCS Pattern . . . 2
SIMULATED RUNOFF HYDROGRAPH for watershed 101 at node 1
**Watershed Characteristics**
Drainage area. . . . 71.5 ac
Average slope. . . . 1.98 %
Hydraulic length 2125. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.91 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 1.00 in
**Hydrograph Characteristics**
Runoff starts at . . 4.00 hrs
Runoff ends at . . . 7.33 hrs
Peak runoff rate . . 0.2 cfs
Time of peak runoff. 5.75 hrs
Runoff volume. . . . 0.01 in
***** DETENTION POND ANALYSIS *****
UPSTREAM NODE NUMBER . . . . . . 1
DOWNSTREAM NODE NUMBER . . . . . . . 2
STAGE-STORAGE AND STAGE-OUTFLOW RATING CURVES GIVEN AS FOLLOW:
POND RATING CURVES
STAGE OU TFLOW STORAGE
FT CFS CU FT
703.00 0.0 0.
703.50 0.7 2965.
704.00 2.0 6425.
704.50 6.7 14193.
705.00 32.9 22641.
705.50 74.4 25572.
706.00 126.8 25572.
POND ROU TING RESULTS
TIME INFLOW OUTFLOW DEPTH
HRS CFS CFS FT
4.17 0.03 0.00 0.00 703.00
4-.25 0.04 0.00 0.00 703.00
4.33 0.06 0.01 0.01 703.01
4.42 0.07 0.01 0.01 703.01
4.50 0.09 0.02 0.01 703.01
1 of 4
1-1-C
4.58 0.11 0.02 0.02 703.02
4.67 0.13 0.03 0.02 703.02
4.75 0.14 0.04 0.03 703.03
4.83 0.15 0.04 0.03 703.03
4.92 0.17 0.05 0.04 703.04
5.00 0.18 0.06 0.04 703.04
5.08 0.18 0.07 0.05 703.05
5.17 0.19 0.08 0.05 703.05
5.25 0.20 0.08 0.06 703.06
5.33 0.20 0.09 0.07 703.07
5.42 0.21 0.10 0.07 703.07
5.50 0.21 0.11 0.08 703.08
5.58 0.21 0.11 0.08 703.08
5.67 0.21 0.12 0.09 703.09
5.75 0.21 0.13 0.09 703.09
5.83 0.21 0.13 0.10 703.10
5.92 0.21 0.14 0.10 703.10
6.00 0.21 0.14 0.10 703.10
6.08 0.21 0.15 0.11 703.11
6.17 0.21 0.15 0.11 703.11
6.25 0.20 0.16 0.11 703.11
6.33 0.18 0.16 0.11 703.11
6.42 0.16 0.16 0.11 703.11
6.50 0.14 0.16 0.11 703.11
6.58 0.12 0.16 0.11 703.11
6.67 0.10 0.15 0.11 703.11
6.75 0.08 0.15 0.11 703.11
6.83 0.06 0.14 0.10 703.10
6.92 0.05 0.14 0.10 703.10
7.00 0.04 0.13 0.09 703.09
7.08 0.03 0.12 0.09 703.09
PEAK OUTFLOW RATE. . . . . . . . . . 0.2 CFS
MAX FLOODING ELEVATION . . . . . . . 703.11 FT-MSL
MAX PONDING DEPTH. . . . . . . . . . 0.11 FT
******************************
SIMULATED RUNOFF HYDROGRAPH for watershed 102 at node 2
**Watershed Characteristics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.98 %
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.02 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 1.00 in
**Hydrograph Characteristics**
Runoff starts at . . 3.67 hrs
Runoff ends at . . . 6.17 hrs
Peak runoff rate . . 0.0 cfs
2 of 4
1-1-C
Time of peak runoff. 5.08 hrs
Runoff volume. . . . 0.01 in
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . . 102
SECOND HYDROGRAPH. . . . . . . . 301
SUMMATION HYDROGRAPH . . . . . . 201
LOCATION NODE NUMBER . . . . . . 2
TIME RUNOFF STARTS . . . . . . . 4.25 HOURS
TIME RUNOFF ENDS . . . . . . . . 10.42 HOURS
PEAK FLOWRATE. . . . . . . . . . 0.2 CFS
TIME OF PEAK . . . . . . . . . . 6.42 HOURS
RUNOFF VOLUME. . . . . . . . . . 0.01 INCHES
*********** PIPE ROUTING SUMMARY **********
UPSTREAM NODE NUMBER . . . . . . . . 2
DOWNSTREAM NODE NUMBER . . . . . . . 3
PIPE DATA:
DIAMETER . . . . . . . . . . . . 36. INCHES
LENGTH . . . . . . . . . . . . . 20. FEET
SLOPE . . . . . . . . . . . . . . 1.00 PERCENT
MANNING N-VALUE. . . . . . . . . 0.015
MANNING PIPE FULL FLOW . . . . . 57.8 CFS
HYDROGRAPH CHARACTERISTICS:
PEAK INFLOW RATE . . . . . . . . 0.2 CFS
PEAK OUTFLOW RATE . . . . . . . 0.2 CFS
PEAK TRAVEL TIME . . . . . . . . 0.13 MINUTES
MANNING TRAVEL TIME. . . . . . . 0.21 MINUTES
SIMULATED RUNOFF HYDROGRAPH for watershed 103 at node 3
**Watershed Characteristics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.00 %
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.03 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 1.00 in
**Hydrograph Characteristics**
Runoff starts at . . - 3.67 hrs
Runoff ends at . . . 6.17 hrs
Peak runoff rate . . 0.0 cfs
Time of peak runoff. 5.08 hrs
Runoff volume. . . . 0.01 in
3 of 4
1-1-C
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . .
SECOND HYDROGRAPH. . . . . . . .
SUMMATION HYDROGRAPH . . . . . .
LOCATION NODE NUMBER . . . . . .
TIME RUNOFF STARTS . . . . . . .
TIME RUNOFF ENDS . . . . . . . .
PEAK FLOWRATE. . . . . . . . . .
TIME OF PEAK . . . . . . . . . .
RUNOFF VOLUME. . . . . . . . . .
.
302
103
202
3
4.25 HOURS
10.42 HOURS
0.2 CFS
6.42 HOURS
0.01 INCHES
4 of 4
1-2-C
Chestnut Subdivision
EEI#00-129
DESIGN RAINFALL DATA
Depth . . . . . . 2.28 inches Duration. . . . . 6.00 hours
Return Period . . 2.00 years SCS Pattern . . . 2
SIMULATED RUNOFF HYDROGRAPH for watershed 101 at node 1
**Watershed Characteristics**
Drainage area. . . . 71.5 ac
Average slope. . . . 1.98 %
Hydraulic length 2125. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.91 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 2.28 in
**Hydrograph Characteristics**
Runoff starts at . . 3.08 hrs
Runoff ends at . . . 6.92 hrs
Peak runoff rate . . 16.8 cfs
Time of peak runoff. 3.75 hrs
Runoff volume. . . . 0.37 in
***** DETENTION POND ANALYSIS,*****
UPSTREAM NODE NUMBER . . . . . . . . 1
DOWNSTREAM NODE NUMBER . . . . . . . 2
STAGE-STORAGE AND STAGE-OUTFLOW RATING CURVES GIVEN AS FOLLOW:
POND RATING CURVES
STAGE OUTFLOW STORAGE
FT CFS CU FT
703.00 0.0 0.
703.50 0.7 2965.
704.00 2.0 6425.
704.50 6.7 14193.
705.00 32.9 22641.
705.50 74.4 25572.
706.00 126.8 25572.
POND ROUTING RESULTS
TIME INFLOW OUTFLOW DEPTH
HRS CFS CFS FT
3.17 2.04 0.11 0.08 703.08
3.25 4.70 0.34 0.24 703.24
3.33 8.05 0.78 0.53 703.53
3.42 11.36 1.73 0.90 703.90
1 of 4
1-2-C
3.50 14.04 3.40 1.15 704.15
3.58 15.83 5.32 1.35 704.35
3.67 16.71 8.40 1.53 704.53
3.75 16.80 13.70 1.63 704.63
3.83 16.31 15.51 1.67 704.67
3.92 15.46 15.75 1.67 704.67
4.00 14.42 15.24 1.66 704.66
4.08 13.30 14.37 1.65 704.65
4.17 12.21 13.35 1.63 704.63
4.25 11.18 12.30 1.61 704.61
4.33 10.23 11.29 1.59 704.59
4.42 9.39 10.35 1.57 704.57
4.50 8.65 9.51 1.55 704.55
4.58 8.00 8.75 1.54 704.54
4.67 7.43 8.09 1.53 704.53
4.75 6.94 7.51 1.52 704.52
4.83 6.51 7.01 1.51 704.51
4.92 6.13 6.67 1.50 704.50
5.00 5.79 6.55 1.48 704.48
5.08 5.49 6.40 1.47 704.47
5.17 5.22 6.22 1.45 704.45
5.25 4.98 6.04 1.43 704.43
5.33 4.76 5.84 1.41 704.41
5.42 4.57 5.65 1.39 704.39
5.50 4.40 5.46 1.37 704.37
5.58 4.23 5.26 1.35 704.35
5.67 4.08 5.08 1.33 704.33
5.75 3.94 4.90 1.31 704.31
5.83 3.81 4.73 1.29 704.29
5.92 3.68 4.57 1.27 704.27
6.00 3.55 4.4'1 1.26 704.26
PEAK OUTFLOW RATE. . . . . . . . . . 15.8 CFS
MAX FLOODING ELEVATION . . . . . . . 704.67 FT-MSL
MAX PONDING DEPTH. . . . . . . . . 1.67 FT
******************************
SIMULATED RUNOFF HYDROGRAPH for watershed 102 at node 2
**Watershed Characteri stics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.98 $
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.02 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 2.28 in
**Hydrograph Characteristics**
Runoff starts at 2.92 hrs
Runoff ends at . 6.08 hrs
Peak runoff rate 0.1 cfs
2 of 4
1-2-C
Time of peak runoff. 3.08 hrs
Runoff volume. . . . 0.37 in
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . . 102
SECOND HYDROGRAPH. . . . . . . . 301
SUMMATION HYDROGRAPH . . . . . . 201
LOCATION NODE NUMBER . . . . . . 2
TIME RUNOFF STARTS . . . . . . . 3.25 HOURS
TIME RUNOFF ENDS . . . . . . . . 7.75 HOURS
PEAK FLOWRATE. . . . . . . . . . 15.8 CFS
TIME OF PEAK . . . . . . . . . . 3.92 HOURS
RUNOFF VOLUME. . . . . . . . . . 0.37 INCHES
*********** PIPE ROUTING SUMMARY **********
UPSTREAM NODE NUMBER . . . . . . . . 2
DOWNSTREAM NODE NUMBER . . . . . . . 3
PIPE DATA:
DIAMETER . . . . . . . . . . . . 36. INCHES
LENGTH . . . . . . . . . . . . . 20. FEET
SLOPE . . . . . . . . . . . . . . 1.00 PERCENT
MANNING N-VALUE. . . . . . . . . 0.015
MANNING PIPE FULL FLOW . . . . . 57.8 CFS
HYDROGRAPH CHARACTERISTICS:
PEAK INFLOW RATE . . . . . . . . 15.8 CFS
PEAK OUTFLOW RATE . . . . . . . 15.7 CFS
PEAK TRAVEL TIME . . . . . . . . 0.03 MINUTES
MANNING TRAVEL TIME. . . . . . . 0.05 MINUTES
SIMULATED RUNOFF HYDROGRAPH for watershed 103 at node 3
**Watershed Characteristics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.00 %
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.03 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 2.28 in
**Hydrograph Characteristics**
Runoff starts at . . 2.92-hrs
Runoff ends at . . . 6.08 hrs
Peak runoff rate . . 0.1 cfs
Time of peak runoff. 3.08 hrs
Runoff volume. . . . 0.37 in
3 of 4
1-2-C
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . . 302
SECOND HYDROGRAPH. . . . . . . . 103
SUMMATION HYDROGRAPH . . . . . . 202
LOCATION NODE NUMBER . . . . . . 3
TIME RUNOFF STARTS . . . . . . . 3.25 HOURS
TIME RUNOFF ENDS . . . . . . . . 7.75 HOURS
PEAK FLOWRATE. . . . . . . . . . 15.8 CFS
TIME OF PEAK . . . . . . . . . . 3.92 HOURS
RUNOFF VOLUME. . . . . . . . . . 0.37 INCHES

4 of 4
1-10-C
Chestnut Subdivision
EEI#00-129
DESIGN RAINFALL DATA
Depth . . . . . . 3.72 inches Duration. 6.00 hours
Return Period . . 10.00 years SCS Pattern . . . 2
SIMULATED RUNOFF HYDROGRAPH for watershed 101 at node 1
**Watershed Characteristics**
Drainage area. . . . 71.5 ac
Average slope. . . . 1.98 %
Hydraulic length 2125. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.91 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 3.72 in
**Hydrograph Characteristics**
Runoff starts at . . 3.00 hrs
Runoff ends at . . . 6.75 hrs
Peak runoff rate . . 61.7 cfs
Time of peak runoff. 3.67 hrs
Runoff volume. . . . 1.18 in
***** DETENTION POND ANALYSIS *****
UPSTREAM NODE NUMBER . . . . . . . . 1
DOWNSTREAM NODE NUMBER . . . . . . . 2
STAGE-STORAGE AND STAGE-OUTFLOW RATING CURVES GIVEN AS FOLLOW:
POND RATING CURVES
STAGE OUTFLOW STORAGE
FT CFS CU FT
703.00 0.0 0.
703.50 0.7 2965.
704.00 2.0 6425.
704.50 6.7 14193.
705.00 32.9 22641.
705.50 74.4 25572.
706.00 126.8 25572.
POND ROUTING RESULTS
TIME INFLOW O UTFLOW DEPTH
HRS CFS CFS FT
3.08 6.31 0.40 0.29 703.29
3.17 14.26 1.29 0.73 703.73
3.25 25.65 4.00 1.21 704.21
3.33 38.16 14.11 1.64 704.64
3.42 49.14 32.87 2.00 705.00
1 of 3
1-10-C
3.50 56.95 60.27 2.33 705.33
3.58 61.04 58.54 2.31 705.31
3.67 61.72 62.39 2.36 705.36
3.75 59.76 60.14 2.33 705.33
3.83 56.06 57.10 2.29 705.29
3.92 51.41 52.53 2.24 705.24
4.00 46.45 47.64 2.18 705.18
4.08 41.57 42.70 2.12 705.12
4.17 37.05 38.10 2.06 705.06
4.25 32.99 33.90 2.01 705.01
4.33 29.43 31.65 1.98 704.98
4.42 26.37 29.27 1.93 704.93
4.50 23.77 26.60 1.88 704.88
4.58 21.57 24.10 1.83 704.83
4.67 19.71 21.90 1.79 704.79
PEAK OUTFLOW RATE. . . . . . . . . . 62.4 CFS
MAX FLOODING ELEVATION . . . . . . . 705.36 FT-MSL
MAX PONDING DEPTH. . . . . . . . . . 2.36 FT
******************************
SIMULATED RUNOFF HYDROGRAPH for watershed 102 at node 2
**Watershed Characteristics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.98 %
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.02 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 3.72 in
**Hydrograph Characteristics**
Runoff starts at . . 2.75 hrs
Runoff ends at . . . 5.42 hrs
Peak runoff rate . . 0.2 cfs
Time of peak runoff. 3.08 hrs
Runoff volume. . . . 1.18 in
11
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . . 102
SECOND HYDROGRAPH. . . . . . . . 301
SUMMATION HYDROGRAPH . . . . . . 201
LOCATION NODE NUMBER . . . . . . 2
TIME RUNOFF STARTS . ... . . . . 3.17 HOURS
-TIME RUNOFF ENDS . . . . . . . . 7.17 HOURS
PEAK FLOWRATE. . . . . . . . . . 62.4 CFS
TIME OF PEAK . . . . . . . . . . 3.67 HOURS
RUNOFF VOLUME. . . . . . . . . . 1.18 INCHES
2 of 3
1-10-C
*********** PIPE ROUTING SUMMARY **********
»»> SURCHARGE WILL OCCUR ««<
UPSTREAM NODE NUMBER . . . . . 2
DOWNSTREAM NODE NUMBER . . . . . . . 3
PIPE DATA:
DIAMETER . . . . . . . . . . . . 36. INCHES
LENGTH . . . . . . . . . . . . . 20. FEET
SLOPE . . . . . . . . . . . . . . 1.00 PERCENT
MANNING N-VALUE. . . . . . . . . 0.015
MANNING PIPE FULL FLOW . . . . . 57.8 CFS
HYDROGRAPH CHARACTERISTICS:
PEAK INFLOW RATE . . . . . . . . 62.4 CFS
PEAK OUTFLOW RATE . . . . . . . 57.8 CFS
PEAK TRAVEL TIME . . . . . . . . 0.02 MINUTES
MANNING TRAVEL TIME. . . . . . . 0.04 MINUTES
SIMULATED RUNOFF HYDROGRAPH for watershed 103 at node 3
**Watershed Characteristics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.00 %
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.03 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 3.72 in
**Hydrograph Characteristics**
Runoff starts at . . 2.75 hrs
Runoff ends at . . . 5.42 hrs
Peak ru noff rate . . 0.2 cfs
Time of peak runoff. 3.08 hrs
Runoff volume. . . . 1.18 in
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . .
SECOND HYDROGRAPH. . . . . . . .
SUMMATION HYDROGRAPH . . . . . .
LOCATION NODE NUMBER . . . . . .
TIME RUNOFF STARTS . . . . . . .
TIME RUNOFF ENDS . . . . . . . .
PEAK FLOWRATE. . . . . . . . . .
TIME OF PEAK . . . . . . . . . .
RUNOFF VOLUME. . . . . . . . . .

302
103
202
3
3.17 HOURS
7.08 HOURS
57.8 CFS
3.50 HOURS
1.18 INCHES
3 of 3
1-50-C
Chestnut Subdivision
EEI#00-129
DESIGN RAINFALL DATA
Depth . . . . . . 4.92 inches Duration. . . . . 6.00 hours
Return Period . . 50.00 years SCS Pattern . . . 2
SIMULATED RUNOFF HYDROGRAPH for watershed 101 at node 1
**Watershed Characteristics**
Drainage area. . . . 71.5 ac
Average slope. . . . 1.98 %
Hydraulic length 2125. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.91 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 4.92 in
**Hydrograph Characteristics**
Runoff starts at . . 2.92 hrs
Runoff ends at . . . 6.67 hrs
Peak ru noff rate . . 110.0 cfs
Time of peak runoff. 3.58 hrs
Runoff volume. . . . 2.02 in
***** DETENTION POND ANALYSIS *****
UPSTREAM NODE NUMBER . . . . . . . . 1
DOWNSTREAM NODE NUMBER . . . . . . . 2
STAGE-STORAGE AND STAGE-OUTFLOW RATING CURVES GIVEN AS FOLLOW:
POND RATING CURVES
STAGE OUTFLOW STORAGE
FT CFS CU FT
703.00 0.0 0.
703.50 0.7 2965.
704.00 2.0 6425.
704.50 6.7 14193.
705.00 32.9 22641.
705.50 74.4 25572.
706.00 126.8 25572.
POND ROUTING RESULTS
TIME INFLOW OUTFLOW DEPTH
HRS CFS CFS FT
3.08 16.61 1.69 0.88 703.88
3.17 32.05 5.29 1.35 704.35
3.25 52.68 24.87 1.85 704.85
3.33 74.25 68.19 2.43 705.43
1 of 3
1-50-C
3.42 92.40 95.55 2.70 705.70
3.50 104.53 101.38 2.76 705.76
3.58 109.99 113.12 2.87 705.87
3.67 109.55 106.42 2.81 705.81
3.75 104.71 107.85 2.82 705.82
3.83 97.06 93.91 2.69 705.69
3.92 88.03 91.17 2.66 705.66
4.00 78.67 75.54 2.51 705.51
4.08 69.69 73.34 2.49 705.49
4.17 61.47 62.80 2.36 705.36
4.25 54.20 56.05 2.28 705.28
4.33 47.92 49.26 2.20 705.20
PEAK OUTFLOW RATE. . . . . . . . . . 113.1 CFS
MAX FLOODING ELEVATION . . . . . . . 705.87 FT-MSL
MAX PONDING DEPTH. . . . . . . . . . 2.87 FT
******************************
SIMULATED RUNOFF HYDROGRAPH for watershed 102 at node 2
**Watershed Characteristics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.98 %
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.02 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 4.92 in
**Hydrograph Characteristics**
Runoff starts at . . 2.67 hrs
Runoff ends at . . . 5.17 hrs
Peak runoff rate . . 0.4 cfs
Time of peak runoff. 3.08 hrs
Runoff volume. . . . 2.02 in
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . . 102
SECOND HYDROGRAPH. . . . . . . . 301
SUMMATION HYDROGRAPH . . . . . . 201
LOCATION NODE NUMBER . . . . . . 2
TIME RUNOFF STARTS . . . . . . . 3.17 HOURS
TIME RUNOFF ENDS . . . . . . . . 6.92 HOURS
PEAK FLOWRATE. . . . . . . . . . 113.2 CFS
TIME OF PEAK . . . . . . . . . . 3.58 HOURS
RUNOFF VOLUME. . . . . . . . . . 2.02 INCHES
*********** PIPE ROUTING SUMMARY **********
2 of 3
1-50-C
»»> SURCHARGE WILL OCCUR ««<
UPSTREAM NODE NUMBER . . . . . . . . 2
DOWNSTREAM NODE NUMBER . . . . . . . 3
PIPE DATA:
DIAMETER . . . . . . . . . . . . 36. INCHES
LENGTH . . . . . . . . . . . . . 20. FEET
SLOPE . . . . . . . . . . . . . . 1.00 PERCENT
MANNING N-VALUE. . . . . . . . . 0.015
MANNING PIPE FULL FLOW . . . . . 57.8 CFS
HYDROGRAPH CHARACTERISTICS:
PEAK INFLOW RATE . . . . . . . . 113.2 CFS
PEAK OUTFLOW RATE . . . . . . . 57.8 CFS
PEAK TRAVEL TIME . . . . . . . . 0.02 MINUTES
MANNING TRAVEL TIME. . . . . . . 0.03 MINUTES
SIMULATED RUNOFF HYDROGRAPH for watershed 103 at node 3
**Watershed Characteristics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.00 %
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.03 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 4.92 in
**Hydrograph Characteristics**
Runoff starts at . . 2.67 hrs
Runoff ends at . . . 5.17 hrs
Peak runoff rate . . 0.4 cfs
Time of peak runoff. 3.08 hrs
Runoff volume. . . . 2.02 in
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . .
SECOND HYDROGRAPH. . . . . . . .
SUMMATION HYDROGRAPH . . . . . .
LOCATION NODE NUMBER . . . . . .
TIME RUNOFF STARTS . . . . . . .
TIME RUNOFF ENDS . . . . . . . .
PEAK FLOWRATE. . . . . . . . . .
TIME OF PEAK . . . . . . . . . .
RUNOFF-VOLUME. . . . . . . . . .
302
103
202
3
3.08 HOURS
7.42 HOURS
57.9 CFS
3.33 HOURS
2.02 INCHES

3 of 3
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AgM.
BORED Y, EROSION CONTROL DELINEATIONS
GRAPH SCALE ME MUNG
sao a zso soo
NC. CHESTNUT SUBDIVISION
SMCmRCgckSoft2M STALLINGS, NORTH CAROLINA
IN M? Mm Dul NC 2M
1 ` - 5W & (704) 8824=

If

DRAINAGE AREA
THROUGH CHANNEL
= 87.8 ACRES
DISTURBED AREA
= 0.9 ACRES
\.
DRAiNAGE*REA ?:'---.-
IR*6H R AN11
33.7 ACRES
DISTURBED AREA -?
= 7.3 ACRES

GRAPHIC SCAIB
300 0 150 300
of FW)
1 inch = 300 ft
ROCK DAM 1
/,
/` DRAIN#W AOPA ,
THROUG?ROiC' DAM
DI AREEAL?
r = 6.0 AWJMI-
-, r
= NC.
6208 Cwt Cagle Soda 222
maim Ttak NC 2W?9
(704) 8824222
ii?'ROac ouM s
. .. iii
EROSION CONTROL DELINEATIONS
CHESTNUT SUBDIVISION
STALLINGS, NORTH CAROLINA
0?
.t
9
co
ENGINEERING CALCULATIONS
POND ROUTING CALCULATIONS
FOR
CHESTNUT SUBDIVISION
INDIAN TRAIL, NORTH CAROLINA
PREPARED BY
e
E ?
EAGLE ENGINEERING, INC.
6208 CREFT CIRCLE
INDIAN TRAIL, NC 28079
704.882.422 AR
%
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a SEAL 9<
14959 c
: co
JO OSS, P.yHo S16\
001558
. ,, 16-Nov-00
Summary
Pond - 1
STORM WATER DETENTION
SUMMARY
6hr rainfall event
Post Development
Q(2) = 15.8 cfs
Q(10)=62.4 cis
Detention
Outfall Structure with 8" WEIR
Spillway Elevation at 704.50'
Top of Berm at 706.87'
50 Year Water Elevation at 705.87'
-- Simplified SCS Method was used for all storm water detention calculations ~--
AGL.E
N(OLNFERLNG
NC -
6208 Creft Circle
Indian Trail, NC
704.882.4222
704.882.4232
Suite 222 Job Ches4nui- 8/.D
28079 Job No. oo-1a9 Sheet of
Office Calculated by MW Checked by
Fax Date )I./tY/i2 Scale
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AGLE
NGINEERING
NC.
6208 Creft Circle Suite 222
Indian Trail, NC 28079
704.882.4222 Office
704.882.4232 Fax
Job
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Calculated by Checked by
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CHESTNUT Pond-1
EEI-00-129
POND STORAGE VOLUME:
Perm. Pool
Stage CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOL
S.F. C.F. C.F.

700.00 0 0.0 0 0
701.00 0 1.0 0 0
702.00 0 2.0 0 0
703.00 12,295 3.0 0 0
703.50 1.378 3.5 2,965 2,965
704.00 14,860 4.0 3,460 6.425
704.50 16?21 4.5 7,768 14,193
705.00 17,582 5.0 8,448 22,641
705.50 0 5.5 2.930 25.572
706.00 0 6.0 0 25.572
0.00 0

ORIFICE FLOW DATA:

ORIFICE
NO.
DIA.
AREA
S.F.)
'C' INVERT
ELEV. CENTR.
ELEV.
DESCRIPTION-
1 0 0.000 0.6 0.00 8" orifice
2 0 0.000 0.6 0 0.00 N/A
3 0 0.000 0.6 0 0.00 N/A

WEIR FLOW DATA: SPILLWAY FLOW DATA:

WEIR
NO. CREST
ELEV.
(FT.)
LENGTH

(FT.
'C'
1 703.00 0.667 3.0
2 704.25 8 3.0
3 0.00 0 3.0

EMERGENCY SPILLWAY
CREST ELEV. = 704.50
WIDTH = 10
Z = 3
'Ct = VARIES
COMBINED FLOW:
ORIFICES WEIRS SPILLWAY TOTAL
ELEV. Ql
C.F.S. Q2
C.F.S. Q3
C.F.S. , Ql
..C.F.S. Q2
C.F.S. Q3,
C:.S« Q1 PLOD'

„
Eau

700.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
701.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
702.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
703.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
703.50 0.00 0.00 0.00 0.71 0.00 0.00 0.00 0.71
704.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.00
704.50 0.00 0.00 0.00 3.68 3.00 0.00 0.00 6.68
705.00 0.00 0.00 0.00 5.66 15.59 0.00 11.62 32.87
705.50 0.00 0.00 0.00 7.91 33.54 0.00 33.00 74.45
706.00 0.00 0.00 0.00 10.40 55.56 0.00 60.81 126.77
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0 0 0 0 0 0 0 0 0.00
FINAL RESULTS:
STAGE STORAGE DISCHARGE
(yr.) Cy. ` (C.F.S.

700.00 0 0.00
701.00 0 0.00
702.00 0 0.00
703.00 0 0.00
703.50 2,965 0.71
704.00 6,425 2.00
704.50 14.193 6.68
705.00 21641 32.87
705.50 25.572 74.45
706.00 25.572 126.77
0.00 0 0.00
0.00 0 0.00
0.00 0 0.00
0.00 0 0.00
0.00 0 0.00
O.00 0 0.00

. 1-1-C
Chestnut Subdivision
EEI#00-129
DESIGN RAINFALL DATA
Depth . . . . . . 1.00 inches Duration. . . . . 6.00 hours
Return Period . . 10.00 years SCS Pattern . . . 2
SIMULATED RUNOFF HYDROGRAPH for watershed 101 at node 1
**Watershed Characteristics**
Drainage area. . . . 71.5 ac
Average slope. . . . 1.98 %
Hydraulic length 2125. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.91 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 1.00 in
**Hydrograph Characteristics**
Runoff starts at . . 4.00 hrs
Runoff ends at . . . 7.33 hrs
Peak runoff rate . . 0.2 cfs
Time of peak runoff. 5.75 hrs
Runoff volume. . . . 0.01 in
***** DETENTION POND ANALYSIS *****
UPSTREAM NODE NUMBER . . . . . . . . 1
DOWNSTREAM NODE NUMBER . . . . . . . 2
STAGE-STORAGE AND STAGE-OUTFLOW RATING CURVES GIVEN AS FOLLOW:
POND RATING CURVES
STAGE OUTFLOW STORAGE
FT CFS CU FT
703.00 0.0 0.
703.50 0.7 2965.
704.00 2.0 6425.
704.50 6.7 14193.
705.00 32.9 22641.
705.50 74.4 25572.
706.00 126.8 25572.
POND ROU TING RESULTS
TIME INFLOW OUTFLOW DEPTH
HRS CFS CFS FT
4.17 0.03 0.00 0.00 703.00
4.25 0.04 0.00 0.00 703.0-0
4.33 0.06 0.01 0.01 703.01
4.42 0.07 0.01 0.01 703.01
4.50 0.09 0.02 0.01 703.01
1 of 4
• I-1-C
4.58 0.11 0.02 0.02 703.02
4.67 0.13 0.03 0.02 703.02
4.75 0.14 0.04 0.03 703.03
4.83 0.15 0.04 0.03 703.03
4.92 0.17 0.05 0.04 703.04
5.00 0.18 0.06 0.04 703.04
5.08 0.18 0.07 0.05 703.05
5.17 0.19 0.08 0.05 703.05
5.25 0.20 0.08 0.06 703.06
5.33 0.20 0.09 0.07 703.07
5.42 0.21 0.10 0.07 703.07
5.50 0.21 0.11 0.08 703.08
5.58 0.21 0.11 0.08 703.08
5.67 0.21 0.12 0.09 703.09
5.75 0.21 0.13 0.09 703.09
5.83 0.21 0.13 0.10 703.10
5.92 0.21 0.14 0.10 703.10
6.00 0.21 0.14 0.10 703.10
6.08 0.21 0.15 0.11 703.11
6.17 0.21 0.15 0.11 703.11
6.25 0.20 0.16 0.11 703.11
6.33 0.18 0.16 0.11 703.11
6.42 0.16 0.16 0.11 703.11
6.50 0.14 0.16 0.11 703.11
6.58 0.12 0.16 0.11 703.11
6.67 0.10 0.15 0.11 703.11
6.75 0.08 0.15 0.11 703.11
6.83 0.06 0.14 0.10 703.10
6.92 0.05 0.14 0.10 703.10
7.00 0.04 0.13 0.09 703.09
7.08 0.03 0.12 0.09 703.09
PEAK OUTFLOW RATE. . . . . . . . . . 0.2 CFS
MAX FLOODING ELEVATION . . . . . . . 703.11 FT-MSL
MAX PONDING DEPTH. . . . . . . . . . 0.11 FT
******************************
SIMULATED RUNOFF HYDROGRAPH for watershed 102 at node 2
**Watershed Characteristics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.98 %
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.02 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 1.00 in
**Hydrograph Characteristics**
Runoff starts at . . 3.67 hrs
Runoff ends at . . . 6.17 hrs
Peak runoff rate . . 0.0 cfs
2 of 4
1-1-C
Time of peak runoff. 5.08 hrs
Runoff volume. . . . 0.01 in
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . . 102
SECOND HYDROGRAPH. . . . . . . . 301
SUMMATION HYDROGRAPH . . . . . . 201
LOCATION NODE NUMBER . . . . . . 2
TIME RUNOFF STARTS . . . . . . . 4.25 HOURS
TIME RUNOFF ENDS . . . . . . . . 10.42 HOURS
PEAK FLOWRATE. . . . . . . . . . 0.2 CFS
TIME OF PEAK . . . . . . . . . . 6.42 HOURS
RUNOFF VOLUME. . . . . . . . . . 0.01 INCHES
*********** PIPE ROUTING SUMMARY **********
UPSTREAM NODE NUMBER . . . . . . . . 2
DOWNSTREAM NODE NUMBER . . . . . . . 3
PIPE DATA:
DIAMETER . . . . . . . . . . . . 36. INCHES
LENGTH . . . . . . . . . . . . . 20. FEET
SLOPE . . . . . . . . . . . . . . 1.00 PERCENT
MANNING N-VALUE. . . . . . . . . 0.015
MANNING PIPE FULL FLOW . . . . . 57.8 CFS
HYDROGRAPH CHARACTERISTICS:
PEAK INFLOW RATE . . . . . . . . 0.2 CFS
PEAK OUTFLOW RATE . . . . . . . 0.2 CFS
PEAK TRAVEL TIME . . . . . . . . 0.13 MINUTES
MANNING TRAVEL TIME. . . . . . . 0.21 MINUTES
SIMULATED RUNOFF HYDROGRAPH for watershed 103 at node 3
**Watershed Characteristics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.00 %
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.03 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 1.00 in
**Hydrograph Characteristics**
Runoff starts at . . 3.67 hrs
Runoff ends at . . . 6.17 hrs
Peak ru noff rate . . 0.0 cfs
Time of peak runoff. 5.08 hrs
Runoff volume. . . . 0.01 in
3 of 4

1-1-C
4 of 4
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . .
SECOND HYDROGRAPH. . . . . . . .
SUMMATION HYDROGRAPH . . . . . .
LOCATION NODE NUMBER . . . . . .
TIME RUNOFF STARTS . . . . . . .
TIME RUNOFF ENDS . . . . . . . .
PEAK FLOWRATE. . . . . . . . . .
TIME OF PEAK . . . . . . . . . .
RUNOFF VOLUME. . . . . . . . . .
302
103
202
3
4.25 HOURS
10.42 HOURS
0.2 CFS
6.42 HOURS
0.01 INCHES
1-2-C
Chestnut Subdivision
EEI#00-129
DESIGN RAINFALL DATA
Depth . . . . . . 2.28 inches Duration. . . . . 6.00 hours
Return Period . . 2.00 years SCS Pattern . . . 2
SIMULATED RUNOFF HYDROGRAPH for watershed 101 at node 1
**Watershed Characteristics**
Drainage area. . . . 71.5 ac
Average slope. . . . 1.98 %
Hydraulic length 2125. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.91 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 2.28 in
**Hydrograph Characteristics**
Runoff starts at . . 3.08 hrs
Runoff ends at . . . 6.92 hrs
Peak runoff rate . . 16.8 cfs
Time of peak runoff. 3.75 hrs
Runoff volume. . . . 0.37 in
***** DETENTION POND ANALYSIS *****
UPSTREAM NODE NUMBER . . . . . . . . 1
DOWNSTREAM NODE NUMBER . . . . . . . 2
STAGE-STORAGE AND STAGE-OUTFLOW RATING CURVES GIVEN AS FOLLOW:
POND RATING CURVES
STAGE OUTFLOW STORAGE
FT CFS CU FT
703.00 0.0 0.
703.50 0.7 2965.
704.00 2.0 6425.
704.50 6.7 14193.
705.00 32.9 22641.
705.50 74.4 25572.
706.00 126.8 25572.
POND ROUTING RESULTS
TIME INFLOW OUTFLOW DEPTH
HRS CFS CFS FT
3.17 2.04 0.11 0.08 703.08
3.25 4.70 0.34 0.24 703.24
3.33 8.05 0.78 0.53 703.53
3.42 11.36 1.73 0.90 703.90
1 of 4
1-2-C
3.50 14.04 3.40 1.15 704.15
3.58 15.83 5.32 1.35 704.35
3.67 16.71 8.40 1.53 704.53
3.75 16.80 13.70 1.63 704.63
3.83 16.31 15.51 1.67 704.67
3.92 15.46 15.75 1.67 704.67
4.00 14.42 15.24 1.66 704.66
4.08 13.30 14.37 1.65 704.65
4.17 12.21 13.35 1.63 704.63
4.25 11.18 12.30 1.61 704.61
4.33 10.23 11.29 1.59 704.59
4.42 9.39 10.35 1.57 704.57
4.50 8.65 9.51 1.55 704.55
4.58 8.00 8.75 1.54 704.54
4.67 7.43 8.09 1.53 704.53
4.75 6.94 7.51 1.52 704.52
4.83 6.51 7.01 1.51 704.51
4.92 6.13 6.67 1.50 704.50
5.00 5.79 6.55 1.48 704.48
5.08 5.49 6.40 1.47 704.47
5.17 5.22 6.22 1.45 704.45
5.25 4.98 6.04 1.43 704.43
5.33 4.76 5.84 1.41 704.41
5.42 4.57 5.65 1.39 704.39
5.50 4.40 5.46 1.37 704.37
5.58 4.23 5.26 1.35 704.35
5.67 4.08 5.08 1.33 704.33
5.75 3.94 4.90 1.31 704.31
5.83 3.81 4.73 1.29 704.29
5.92 3.68 4.57 1.27 704.27
6.00 3.55 4.41 1.26 704.26
PEAK OUTFLOW RATE. . . . . . . . . . 15.8 CFS
MAX FLOODING ELEVATION . . . . . . . 704.67 FT-MSL
MAX PONDING DEPTH. . . . . . . . . . 1.67 FT
******************************
SIMULATED RUNOFF HYDROGRAPH for watershed 102 at node 2
**Watershed Characteristics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.98 %
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.02 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 2.28 in
**Hydrograph Characteristics**
Runoff starts at . . 2.92 hrs
Runoff ends at . . . 6.08 hrs
Peak runoff rate . . 0.1 cfs
2 of 4
1-2-C
Time of peak runoff. 3.08 hrs
Runoff volume. . . . 0.37 in
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . . 102
SECOND HYDROGRAPH. . . . . . . . 301
SUMMATION HYDROGRAPH . . . . . . 201
LOCATION NODE NUMBER . . . . . . 2
TIME RUNOFF STARTS . . . . . . . 3.25 HOURS
TIME RUNOFF ENDS . . . . . . . . 7.75 HOURS
PEAK FLOWRATE. . . . . . . . . . 15.8 CFS
TIME OF PEAK . . . . . . . . . . 3.92 HOURS
RUNOFF VOLUME. . . . . . . . . . 0.37 INCHES
*********** PIPE ROUTING SUMMARY **********
UPSTREAM NODE NUMBER . . . . . . . .
DOWNSTREAM NODE NUMBER . . . . . . .
PIPE DATA:
DIAMETER . . . . . . . . . . . .
LENGTH . . . . . . . . . . . . .
SLOPE . . . . . . . . . . . . . .
MANNING N-VALUE. . . . . . . . .
MANNING PIPE FULL FLOW . . . . .
HYDROGRAPH CHARACTERISTICS:
PEAK INFLOW RATE . . . . . . . .
PEAK OUTFLOW RATE . . . . . . .
PEAK TRAVEL TIME . . . . . . . .
MANNING TRAVEL TIME. . . . . . .
2
3
36. INCHES
20. FEET
1.00 PERCENT
0.015
57.8 CFS
15.8 CFS
15.7 CFS
0.03 MINUTES
0.05 MINUTES
SIMULATED RUNOFF HYDROGRAPH for watershed 103 at node 3
**Watershed Characteristics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.00 %
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.03 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 2.28 in
**Hydrograph Characteristics**
Runoff starts at . . 2.92 hrs
Runoff ends at . . . 6.08 hrs
Peak runoff rate . . 0.1 cfs
Time of peak runoff. 3.08 hrs
Runoff volume. . . . 0.37 in
3 of 4
1-2-C
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . . 302
SECOND HYDROGRAPH. . . . . . . . 103
SUMMATION HYDROGRAPH . . . . . . 202
LOCATION NODE NUMBER . . . . . . 3
TIME RUNOFF STARTS . . . . . . . 3.25 HOURS
TIME RUNOFF ENDS . . . . . . . . 7.75 HOURS
PEAK FLOWRATE. . . . . . . . . . 15.8 CFS
TIME OF PEAK . . . . . . . . . . 3.92 HOURS
RUNOFF VOLUME. . . . . . . . . . 0.37 INCHES
4 of 4
1-10-C
Chestnut Subdivision
EEI#00-129
DESIGN RAINFALL DATA
Depth . . . . . . 3.72 inches Duration. . . . . 6.00 hours
Return Period . . 10.00 years SCS Pattern . . . 2
SIMULATED RUNOFF HYDROGRAPH for watershed 101 at node 1
**Watershed Characteristics**
Drainage area. . . . 71.5 ac
Average slope. . . . 1.98 %
Hydraulic length 2125. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.91 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 3.72 in
**Hydrograph Characteristics**
Runoff starts at . . 3.00 hrs
Runoff ends at . . . 6.75 hrs
Peak runoff rate . . 61.7 cfs
Time of peak runoff. 3.67 hrs
Runoff volume. . . . 1.18 in
***** DETENTION POND ANALYSIS *****
UPSTREAM NODE NUMBER . . . . . . . . 1
DOWNSTREAM NODE NUMBER . . . . . . . 2
STAGE-STORAGE AND STAGE-OUTFLOW RATING CURVES GIVEN AS FOLLOW:
POND RATING CURVES
STAGE OUTFLOW STORAGE
FT CFS CU FT
703.00 0.0 0.
703.50 0.7 2965.
704.00 2.0 6425.
704.50 6.7 14193.
705.00 32.9 22641.
705.50 74.4 25572.
706.00 126.8 25572.
POND ROUTING R ESULTS
TIME INFLOW O UTFLOW DEPTH
HRS CFS CFS FT
3.08 6.31 0.40 0.29 703.29
3.17 14.26 1.29 0.73 703.73
3.25 25.65 4.00 1.21 704.21
3.33 38.16 14.11 1.64 704.64
3.42 49.14 32.87 2.00 705.00
1 of 3
1-10-C
3.50 56.95 60.27 2.33 705.33
3.58 61.04 58.54 2.31 705.31
3.67 61.72 62.39 2.36 705.36
3.75 59.76 60.14 2.33 705.33
3.83 56.06 57.10 2.29 705.29
3.92 51.41 52.53 2.24 705.24
4.00 46.45 47.64 2.18 705.18
4.08 41.57 42.70 2.12 705.12
4.17 37.05 38.10 2.06 705.06
4.25 32.99 33.90 2.01 705.01
4.33 29.43 31.65 1.98 704.98
4.42 26.37 29.27 1.93 704.93
4.50 23.77 26.60 1.88 704.88
4.58 21.57 24.10 1.83 704.83
4.67 19.71 21.90 1.79 704.79
PEAK OUTFLOW RATE. . . . . . . . . . 62.4 CFS
MAX FLOODING ELEVATION . . . . . . . 705.36 FT-MSL
MAX PONDING DEPTH. . . . . . . . . . 2.36 FT
******************************
SIMULATED RUNOFF HYDROGRAPH for watershed 102 at node 2
**Watershed Characteristics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.98 %
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.02 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 3.72 in
**Hydrograph Characteristics**
Runoff starts at . . 2.75 hrs
Runoff ends at . . . 5.42 hrs
Peak runoff rate . . 0.2 cfs
Time of peak runoff. 3.08 hrs
Runoff volume. . . . 1.18 in
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . . 102
SECOND HYDROGRAPH. . . . . . . . 301
SUMMATION HYDROGRAPH . . . . . . 201
LOCATION NODE NUMBER . . . . . . 2
TIME RUNOFF STARTS . . . . . . . 3.17 HOURS
TIME RUNOFF ENDS . . . . . . . . 7.17 HOURS
PEAK FLOWRATE. . . . . . . . . . 62.4 CFS
TIME OF PEAK . . . . . . . . . . 3.67 HOURS
RUNOFF VOLUME. . . . . . . . . . 1.18 INCHES
2 of 3
1-10-C
*********** PIPE ROUTING SUMMARY **********
»»> SURCHARGE WILL OCCUR ««<
UPSTREAM NODE NUMBER . . . . . . . . 2
DOWNSTREAM NODE NUMBER . . . . . . . 3
PIPE DATA:
DIAMETER . . . . . . . . . . . . 36. INCHES
LENGTH . . . . . . . . . . . . . 20. FEET
SLOPE . . . . . . . . . . . . . . 1.00 PERCENT
MANNING N-VALUE. . . . . . . . . 0.015
MANNING PIPE FULL FLOW . . . . . 57.8 CFS
HYDROGRAPH CHARACTERISTICS:
PEAK INFLOW RATE . . . . . . . . 62.4 CFS
PEAK OUTFLOW RATE . . . . . . . 57.8 CFS
PEAK TRAVEL TIME . . . . . . . . 0.02 MINUTES
MANNING TRAVEL TIME. . . . . . . 0.04 MINUTES
SIMULATED RUNOFF HYDROGRAPH for watershed 103 at node 3
**Watershed Characteristics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.00 %
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.03 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 3.72 in
**Hydrograph Characteristics**
Runoff starts at . . 2.75 hrs
Runoff ends at . . . 5.42 hrs
Peak ru noff rate . . 0.2 cfs
Time of peak runoff. 3.08 hrs
Runoff volume. . . . 1.18 in
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . . 302
SECOND HYDROGRAPH. . . . . . . . 103
SUMMATION HYDROGRAPH . . . . . . 202
LOCATION NODE NUMBER . . . . . . 3
TIME RUNOFF STARTS . . . . . . . 3.17 HOURS
TIME RUNOFF ENDS . . . . . . . . 7.08 HOURS
PEAK FLOWRATE. . . . . . . . . . 57.8 CFS
TIME OF PEAK . . . . . . . . . . 3.50 HOURS
RUNOFF VOLUME. . . . . . . . . . 1.18 INCHES
3 of 3
1-50-C
Chestnut Subdivision
EEI#00-129
DESIGN RAINFALL DATA
Depth . . . . . . 4.92 inches Duration. . . . . 6.00 hours
Return Period . . 50.00 years SCS Pattern . . . 2
SIMULATED RUNOFF HYDROGRAPH for watershed 101 at node 1
**Watershed Characteristics**
Drainage area. . . . 71.5 ac
Average slope. . . . 1.98 %
Hydraulic length 2125. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc . . . . 0.91 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 4.92 in
**Hydrograph Characteristics**
Runoff starts at . . 2.92 hrs
Runoff ends at . . . 6.67 hrs
Peak runoff rate . . 110.0 cfs
Time of peak runoff. 3.58 hrs
Runoff volume. . . . 2.02 in
***** DETENTION POND ANALYSIS *****
UPSTREAM NODE NUMBER . . . . . . . . 1
DOWNSTREAM NODE NUMBER . . . . . . . 2
STAGE-STORAGE AND STAGE-OUTFLOW RATING CURVES GIVEN AS FOLLOW:
POND RATING CURVES
STAGE OUTFLOW STORAGE
FT CFS CU FT
703.00 0.0 0.
703.50 0.7 2965.
704.00 2.0 6425.
704.50 6.7 14193.
705.00 32.9 22641.
705.50 74.4 25572.
706.00 126.8 25572.
POND ROUTING RESULTS
TIME INFLOW OUTFLOW DEPTH
HRS CFS CFS FT
3.08 16.61 1.69 0.88 703.88
3.17 32.05 5.29 1.35 704.35
3.25 52.68 24.87 1.85 704.85
3.33 74.25 68.19 2.43 705.43
1 of 3
1-50-C
3.42 92.40 95.55 2.70 705.70
3.50 104.53 101.38 2.76 705.76
3.58 109.99 113.12 2.87 705.87
3.67 109.55 106.42 2.81 705.81
3.75 104.71 107.85 2.82 705.82
3.83 97.06 93.91 2.69 705.69
3.92 88.03 91.17 2.66 705.66
4.00 78.67 75.54 2.51 705.51
4.08 69.69 73.34 2.49 705.49
4.17 61.47 62.80 2.36 705.36
4.25 54.20 56.05 2.28 705.28
4.33 47.92 49.26 2.20 705.20
PEAK OUTFLOW RATE. . . . . . . . . . 113.1 CFS
MAX FLOODING ELEVATION . . . . . . . 705.87 FT-MSL
MAX PONDING DEPTH. . . . . . . . . . 2.87 FT
******************************
SIMULATED RUNOFF HYDROGRAPH for watershed 102 at node 2
**Watershed Characteristics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.98 %
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc 0.02 hrs
Burst Duration 5.0 min
Rainfall depth . . . 4.92 in
**Hydrograph Characteristics**
Runoff starts at : . 2.67 hrs
Runoff ends at . . . 5.17 hrs
Peak ru noff rate . . 0.4 cfs
Time of peak runoff. 3.08 hrs
Runoff volume. . . . 2.02 in
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . . 102
SECOND HYDROGRAPH. . . . . . . . 301
SUMMATION HYDROGRAPH . . . . . . 201
LOCATION NODE NUMBER . . . . . . 2
TIME RUNOFF STARTS . . . . . . . 3.17 HOURS
TIME RUNOFF ENDS . . . . . . . . 6.92 HOURS
PEAK FLOWRATE. . . . . . . . . . 113.2 CFS
TIME OF PEAK . . . . . . . . . . 3.58 HOURS
RUNOFF VOLUME. . . . . . . . . . 2.02 INCHES
*********** PIPE ROUTING SUMMARY **********
2 of 3
1-50-C
»»> SURCHARGE WILL OCCUR ««<
UPSTREAM NODE NUMBER . . . . . . . . 2
DOWNSTREAM NODE NUMBER . . . . . . . 3
PIPE DATA:
DIAMETER . . . . . . . . . . . . 36. INCHES
LENGTH . . . . . . . . . . . . . 20. FEET
SLOPE . . . . . . . . . . . . . . 1.00 PERCENT
MANNING N-VALUE. . . . . . . . . 0.015
MANNING PIPE FULL FLOW . . . . . 57.8 CFS
HYDROGRAPH CHARACTERISTICS:
PEAK INFLOW RATE . . . . . . . . 113.2 CFS
PEAK OUTFLOW RATE . . . . . . . 57.8 CFS
PEAK TRAVEL TIME . . . . . . . . 0.02 MINUTES
MANNING TRAVEL TIME. . . . . . . 0.03 MINUTES
SIMULATED RUNOFF HYDROGRAPH for watershed 103 at node 3
**Watershed Characteristics**
Drainage area. . . . 0.1 ac
Average slope. . . . 1.00 %
Hydraulic length 20. ft
SCS Curve Number 70.5
Peak Rate Factor 484
Time of conc .` 0.03 hrs
Burst Duration . . . 5.0 min
Rainfall depth . . . 4.92 in
**Hydrograph Characteristics**
Runoff starts at . . 2.67 hrs
Runoff ends at . . . 5.17 hrs
Peak ru noff rate . . 0.4 cfs
Time of peak runoff. 3.08 hrs
Runoff volume. . . . 2.02 in
***** ADDED STORMWATER HYDROGRAPHS *****
FIRST HYDROGRAPH . . . . . . . . 302
SECOND HYDROGRAPH. . . . . . . . 103
SUMMATION HYDROGRAPH . . . . . . 202
LOCATION NODE NUMBER . . . . . . 3
TIME RUNOFF STARTS . . . . . . . 3.08 HOURS
TIME RUNOFF ENDS . . . . . . . . 7.42 HOURS
PEAK FLOWRATE. . . . . . . . . . 57.9 CFS
TIME OF PEAK . . . . . . . . . . 3.33 HOURS
RUNOFF VOLUME. . . . . . . . . . 2.02 INCHES
3 of 3
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PREPARED BY, EROSION CONTROL DELINEATIONS
GRAPH 9CMX MMI NG
soo 0 2W sm
NC. CHESTNUT SUBDIVISION
emCmftCffcleSao M STALLINGS, NORTH CAROLINA
( Df TER!) ? Ttnl, NC 23079
i inch - 500 fL (704) 8824222

DRAINAGE AREA
THROUGH CHANNEL
= 37J ACRES
DISTURBED AREA
0.9 ACRES
ROCK DAM 1

ROCK DAN 2
DRAIN
r/ x
THROUG ROCk'DAM _. _
g -
OAC
DI C -`Y,?
DIWINNI -11M
IRobli R-W? IIMM f
33.7 ACRES -
DISTURBED AREA
7.3 ACRES
GRAPMC SCALE
0 150 300
( n«r )
1 inch = 300 1L
IS3NC. CHESTNUT SUBDIVISION
6M CmRCffds Suft n2 STALLINGS, NORTH CAROLINA
Wm TrviL NC 2M
[phone]
AME EROSION CONTROL DELINEATIONS
'G

~ - -
r! dam access dam access 0.5 FT. FREEBOARD
~ / MIN.
~ r /
- STORMWATER STORAGE
EMBANKMENT i
f t ~ PERMANENT POOL ANTI-SE
/ ~ (3 FT. DEPTH) COLLARS " / SEDIMENT FOREBAY
_ GRAPHIC SCALE c~~D As MARS") - =1
. ~ ~.t-_ ,I / n ~o a 20 ~o °
- 1 ~ / WEIR TO POND TOP OF BERM CLAY OR GEOTEXTILE LINER p - (IF EXISTING SOILS ARE PERMEABLE) a
~ ~ AND DAM ACCESS 706.87 TYP. ' ~ )
z ( IN FEET) a
/ 1 inch = 40 ft, SECTION W o wetland feature ~ a
a sprliwa ~ ~ `'draining-to W.~tlGnd / -
~ / - 704.50' zones m~
~ outfall structure / ~
- NAME LATIN NAME SYMBQL ~g
~ / _ °
~ ~ ~ ~ _ 1, SOFTRUSH JUNCOS EFFUSUS ~
~ , . , °z~
~ ~ ~ ~ ~ ~ o t _ _ 2, PICKERELWEED PONTEDERIA CORDATA
{ ~ 02 0 99 10 699
~ FOREBAY 10 6 ~ ~ ~ ~6 6 ~8
P >o 3. CAT TAIL TYPHA LATIFOLIA Z w
P - ~a P, p
p ~a 0~
UQ
Io8 z~ \ 0
Vl H
x
6 \ 7 1 H~ Q
~ ~ / f. a a
~ _ ~ - Pkf .S - - / ~ Pk! ~ _S'fiATf~ E~,
~ ~ ~ ~ Cy4, \ „ 7~ ~ ~ DETENTION BASIN STAGES x a
>>2 - - ~ ~ ~ ,,t~ / %i~ ,n 2 YEAR 10 YEAR 50 YEAR PERM.
- - - - 3000 PSI CONCRETE MTI71 ~'4 BARS
AT 8" EACH MAY. se• xcP FLOOD FLOOD FLOOD POOL OT/178!' PIPE ELEV. ELEV. ELEV: ELEV. ~
0~ ALL STEEL BARS SHALL BE PLACED . NANH COVER lE= 7D4.4Z` 1 t/2` CLEAR FROM BOTTOM OF SLAB.
MANHOLE STEPS 12" O.C 704.67 705,36 705,87 703.00 N N ~
lE=70b.42 (STEPS MUST CONFORM TO W ~cN Q W ~ oo N
8• ~ AS?;1l-C-47B OR EQUIVALENT) L:'=904.42 U rnNN
e' e` IE-704. BADS 6' z ~U~
pI5N G \ e 2' f1 2' w ~ ~zN BAFi7E ?ALL N/OPENDYC r~ahr~ ~L, ~ CEO
• . ~ AT 807710,Y (SEE VIEN A) V U cC C4
` /5 B 12" ~ . ~ ~ c~ E''
~ 3. ~ • OPERATING NUT SHALL BE LOCATED DIRECTLY t~-~ A ~ O ~D DIRECTLY a U . ~
, " 2 CLR UNDER ,YANBOLE • % 8" MAR I 1 VIEW 8 ~ b
1E=703.00' ~ % . ~ • THREADED ROD TO BE 3/4" OR 5/8" STAINLESS STEEL O ~ STAINLESS STEEL N
r • • ~ ~ , i I • ~ ~ RE57RAININC RODS TO BE PASTED USDPC TMO NUTS ~ USDPC 1'IO NUTS ~
~ i. ' ~ 11 ~ ~ I ~
~ ' ~ ; NORMAL POOL ' ~~^tNAL POOL ~ ~ ELE'?.=7u9.00' ~ ~ i
. ~d.. ,v =7n,3 no' v ; • \ ~ _ _ 3s' RCP WATER - - ~ ourcar PIPE - _ QUALR}'OUTLET ST~IUCTURE ~ O , WATER (4) 27fB HEIRS 0 7o4.zs
~~i ELEV.=loo. DIP i 1.OOX 4• CONSTRUCTION JOINT M17F1 MATERSTOP N.T.S. 1 ON EACH FACE
~~~~~~d C \ 8" CURB TO BE POURCD MOIYOLO1ffDC 2 - F
'Y/ \ \ ~ M1T11 BASE SLAB. HOG RBVG AND MBi6 \ ' ~ 5~' ! ~ ! ° 1 ~ ~ ' TIE 12" O.C. MAX. MDt81N MAfl~L57DP r
~ 1E=700.00' ~ , r . PRIOR TO PLACEMENT OF GYlNCR6T!£ e ~ ~ ' ~ ~e USE B" RIBBED M/ CEIYT81tBULB
} - MATERSfOP, ALIGN BULB ON JOINT: VIEW OF WEIR Q
OPENING 8` 3000 PSl CONCRETE SLAB M1Tf1 OPENING VIEW A z -
is b w ,/4 BARS AT 10` EACH MAY. ALL G. VIEW A RETAINING (MEGA LUGS) STEEL BARS SHAM, BE PLACED 1 1/2• _1 AN VI W z
CLEAR FROM BOTTOM OF SLAB.
Fill ALL VOIDS MlTH NONSHRINX
GROUT BELOM PIPE Q NORMAL POOL 8' WElR 0 703.00 U
~v YALVE TO SERVE ~ 6" DIP M/GATE .=703.00' U ELEV
AS EMERGENCY DRAIN FOR DETENTION BASIN = z
z o~
r+ z~
~a
I E~ z
f -
TOP OF BERM 706.8
LET STRUCTURE OUT
~ SEE DETAIL ( ) 1~ ~ Y~ ~ ~ N
i ® ,r< r~
O ~ ~ ~
8 SLOPES TO B ° ~ ~9 SLOPES TO B SEDIMENT ~
STABILIZED TO Nl'~Ef~ STABILIZED TO FOREBAY -~PREVT:NI'•E OSION OkF ~ m w
IDE SLOPES SAFETY BENCH ' _ BETWEEN 4: 0 AT TOP OF SLOPE SNgj FpOT m iW. qR ~OIV pf ~ Z
/ \ \ , _ AND t 0:1 ~E~ WIDE) 0 ~ ) p POHp PMgRSFH = o ~ Ff7 WfR~M~ I iy,tl~ DF f ~ c .
NC ,r~ ~ iY'' Y~~ ~ L" ,`~L1N1111111j1 NO TREE5 ON ~ CAR 3
EN F OW EMBANKMENT / ~ ~~~,,.•~Q~/ ~i •((3 ~ N
- FLO IE-700.00 RIP RAP INLET OUTFALL PROTECTION MINIMUM 10 FOpT WIDE ~ - FESSlp ~."9 ~ ~ LARGE RIPRAP BUFFER AROUND POOL ~ ~ ,~yy~+~ 0 ti ~
PROTECTION „ \ ~ SEDIMENT .@ 9. :a SEAL -p
76 LF 36 RCP ®I.Oq FOREBAY ~ c ~ RE 14959 m
5' MIN. s Af FoD O F P: ~ : ~ ~
A!?O~IOW MDffP IO F ND pfR Sk K ECTORS ~~y •'•;t;GINE~: QO o 0 Q ROC DEFL ~~2
~ _ goo. oo RMANENT POND ~ W, A, EL PE frER ~ ~ MINIMUM 10 FOOT WID (AS REO'D) TING SCHEME NY p~.~ o PLAN , Nousj
2~ ~ BUFFER AROUND POOL UTLET STRUCTURE 0 0 ~~11 3 ~ unuu ~ o
~U~ ' ~ ~ ~ bFG~ MOH a
N.T.S. ~eQ~o o~~ 4 E' EMERGENCY q~'f F~(l
BERM ~ s m SPILLWAY FR '
1 MOH ' ~ ~ ~ a
T u o ~
PLAN PROTOTYPICAL
EMENT PRACTICES BEST MANAG
WATER UALITY BAFFLE WALL (SEE Q
OUTLET STRUCTURE DETAIL THIS SHEET) (WET POND
N T .S No. aF

_ _ -
VARIABLE AS DIRECTED BY THE ENgNEER ~0W STEEL OR WOOD POST
n , ,/r WOVEN FILTER FABRIC (6 ~ 5 WASHED STONE
, s~a~M• , sro' E -I H E 8 FLTER FABRIC
O i_ ~ W
' G G o o ~ r- 7 f s s~ J¢~ 6 0
0 ~ ~ o~ ~ L N
, ry
1..~-~ O J
J..~ H F 3'-a' M GRATE & HOOD GENERAL NOTES: O W °3 ~ ANCHOR SHIRT 6" MNIMUM
- BACK OF CURB STD. 20.02A 1. MORTAR JOINTS i/2" 1/8" THICK
,•-z sro' s/a' p1~1ry-_OF F 2. ALL CONCRETE TO BE 3600 P.S.I COMPRESSIVE STRENGTH. x 2 ~ a' ,/e 3. PRECAST STRUCTURES MAY BE SUBSTITUTED AFTER APPROVAL BY CITY/COUNTY ENGINEER. PLC OF GRATING / :NGINEER. ~ ~ I ' II I - II _I~ • - M N I.• I I I ' II ~I i ' B II IN UEU OF BURYING SKIRT, 6" Of
~ ~ 4. ALL CATCH BASIN OVER 3'-6" IN DEPTH SHALL BE PROVIDED WITH ST s-s3/~' ~/a, Y Y ~ 1'-2" ON CENTERS. STEPS SHALL BE IN ACCORDANCE WITH STD. 20.12 ~5 WASHED STONE MAY BE USED
+ro' ,ro' 8 5. CONCRETE BRICK MAY BE USED IN LIEU OF HARD COMMON CLAY BRICK. HA BE A MINIMUM OF 32" IN WIDTH AND OVER TURNDOWN. 1. FILTER FABRIC FENCES LL ~
sro' s/s- ,/e' 6. JUMBO BRICK WILL BE PERMITTED. I p¢~,En 3/' 3/~• LET 7, FOR 8'-0" IN HEIGHT OR LESS USE 8" WALL. OVER 8'-0" IN HEIGHT USE 12" WALL TO L H1 WALL TO SHALL HAVE A MINIMUM OF 6 LINE WIRES WffH 12" STAY SPACING. w I TO REMNN 2 I N .
~ 2• 6'-0" FROM TOP OF WAIL, AND 8" WALL FOR THE REMAINING 6'-0". 2. WOVEN FILTER FABRIC BE TU~SEJD~HEDA~SILT FENCE S FOR A PERIOD OF MORE N
z ,/e I 3-I 3 t I p ,/e• 8. FOR FRAME AND GRATE DETAIL SEE STANDARD 20.02. SECTION G-G s-e 9. ALL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUCK EVEN WITH THE THE SPILLWAY CREST 3. STEEL POSTS SHALL BE 5'~0"~E HEIGHT AND BE Of ~ 5 WASHED STONE } SELF-FASTENER ANGLE STEE m
SECTION E-E , , ~ ; INSIDE WALL, GROUTED AND BRUSHED SMOOTH. 10. WEEP HOLE(S) SHALL BE PLACED IN BACK WALL. A STONE DRAIN CONSISTING OF 1 (ONE) CUBIC F 1 (ONE) CUBIC 4. WOOD POSTS SHALL BE 6 TO 1 FEET IN HEIGHT AND 3 TO 4 BE PLACED AT INCHES IN DWAIETER. WIRE FABRIC SHALL BE FASTENED TO STEEL OR WOOD POST
Ue' '/a X F00T OF NUMBER 78M STONE CONTAINED IN A BAG OF POROUS FABRIC SHALL BE PLACED AT I ~/a, 1'-3 3/~' ' 1) WEEP HOLE. WOODEN POST WITH NOT LESS THAN ~9 WIRE STAPLES 1-1/2" LONG. RIPRAP aFLpw ~
2~_2• N 6 SECTION X-X 11. BRICK SHALL BE BONDED WITH FULL HEADERS EVERY 3 COURSES. 5. WASHED STONE SHALL BE USED TO BURY SKIRT WHEN SILT FENCE FIVER FABRIC ~ NT TO A CHANNEL, CREEK OR POND. i ~ ~ IS USED ADJACE H
I 3 3/4• '/a~ PLA 12. SEE STANDARD NUMBERS 10.29 AND 10.30 FOR PLACEMENT OF CATCH BASIN. z 6. TURN SILT FENCE UP SLOPE AT ENDS. z ~ - J _
SECTION H-H ~ z• I I--4'-, 3/~-i -2,/9' t7 I D WITH WIRE MESH 8 CENTERED POSTS MAY BE USE. ~ Q`~ O 7. WHEN FABRIC S USE 6 0 ~ ~ o ~ 5 z o ~
z ,/e' 8 ^ ~,-a. 1 f " MAINTENANCE NOTES• 1. FILTER BARRIERS SHALL BE INSPECTED BY THE FINANCWLLY N E
~Q 1 f SECTION F-F APPROVED DATE 8" - RESPONSIBLE PARTY OR HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. - E TI N -
STEP P ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
DROP INLET ° GRATE FOR FRAME AND ^ 2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTNE PRIOR TO THE END OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL IS NECESSARY, THE ANCHOR SKIRT 6" MINIMUM
FABRIC SHALL BE REPLACED PROMPTLY. w (SPluwaY) a
SCALE: NOT TO SCALE 8 ^ CO M Nf DEPOSffS SHOULD BE REMOVED AFTER EACH STORM EVENT OR SILT MRI 2/3 STREAM WIDTH 3. SED E FENCE SHOULD BE REPLACED. THEY MUST BE REMOVED WHEN OEPOSTTS REACH 0
8 OUTLET H 1 r- APPROX. HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSfTS REMAINING IN U ~ ~ PLACE AFTER THE SILT FENCE iS REMOVED SHALL BE DRESSED TO CONFORM - A
o = z TO THE EXISTING GRADE, .PREPARED AND SEEDED. z
r 1' MIN. BELOW LOWEST W ~ H BANK LEVEL (MIN)
FILL SLOPE Z
TINY-Y N ELEVATION SECTION J-J SEC 0 E
COMPACTED BERM WHERE 30" TO 36" PIPE IS USED ILT FENCE RIPRiW PORARY S TEM SECTION A-A
2' MIN SIDE ELEVATION/SECTION M-M =M SCALE: NOT TO SCALE ~"~T0 ~ HARD• WELL GRADED CLASS B EROSION
Ffp(SH G ERE 42" TO 4" PIPE IS USED CONTROL STONES. [-a
NATI/~ ~ G~ND
T PORARY ROCK CHECK DAM EM
NAr J J M M SCALE: NOT TO SCALE C7
URA M ~ A R N
N ~ I N h
WIDTH AND DEPfH TO BE DESIGNED .III= ~~r W ;~o°oN
BY ENGINEER (1' MIN) NOTES: I ~,0+~° • ~ N N U ~ N
SEE SHEET 20.O1B NOTE: FOR DETAIL OF 1. A MINIMUM OF 24" FROM OUTSIDE DIAMETER OF PIPE TO SIDE a~ +++++++""'+~a~~ Z ~ U ~
1. DITCH SHOULD HAVE LONGITUDINAL SLOPE OF tx. PLAN SLaB PLAN APPROVED DATE OF TRENCH MUST BE ALLOWED FOR COMPACTION OF TILL ~i0 W (7 ~ ATE ~ SS y ~ ~ N MATERIAL BACKFILUNG OF TRENCHES SHALL BE ACCOMPLISHED - Q, h~ H ~ p0 _I I F ~ ~ ,
THE FILL AROUND THE - I : ~ P~' 'f' ~ U ~ 00 IMMEDIATELY AFTER THE PIPE IS LAID I ~ ~ ~ ~ d' v ,
T H BASIN 15 - 54 BRICK CA C :O O rn ~ r: ~ ~F PIPE SHALL BE PLACED IN LAYERS NOT TO EXCEED 6". ~ OUTSIDE DIAMETER ~ ~ "I ~ "A cn " ~ C~
H L WATER BE PERMITTED l i I I ~ ' Q to W Z: ~ = O UNDER NO CIRCUMSTANCES S AL : v of a e~
Y SILT DITCH SCALE: NOT TO SCALE T MPORAR E KFILLED TRENCHES AFTER THE PIPE HAS BEEN , y ~ r . b TO RISE IN UNBAC ~I TI N REQUIREMENTS SHALL BE ATTAINED BY :r ~ , ~ PLACED. COMPAC 0 _I ~ ~ , d . O
R I 0 N THE USE OF MECHANICAL TAMPS ONLY. EACH AND EVERY LAVE ~ - ~ ~p
SCALE: NOT TO SCALE OF EU+CKFILL SHALL BE PLACED LOOSE AND THOROUGHLY COMPACTED ( I I ~
I-1 ilr_ INTO PLACE. - a VARIES I
(15" MIN) I
W (6' MIN.) 2. ALL BACKFILL MATERIAL SHALL HAVE AN IN PLACE COMPACTED DENSITY OF 95~ OF TAN ARD PROCTOR. THE FINAL 2' BELOW FINISHED GRADE SHALL BE 100%. 4 Z 4 S D
/5 WASHED STONE F(~W FREEBOARD (MIN.)
TOP OF BERM 2' uIN. 1' FREEBOARD (MIN.) 3, ALL TRENCHING OPERATIONS SHALL MEET OSHA STANDARDS. -III=I I ~I ~I I ~ ~ ~ , I ~ ~ ~
I / SIGN HIGH WATER III=~~-~~~~~~~~1=11 _Ilr
/ 1 MIN. DE SILT FENCE \ SPILLWAY CREST 4. BACKFILL MATERIAL BENEATH ROADWAY SHALL BE SELECT BACKFILL MATERIAL.
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\ SEDIMENT STORAGE - e ::~~,e>,.:,;:o:aee~; 8 MAX. 12" 5 WASHEDI ST~ 2 H DETAIL z TRENC 8 MAX. ~ I- -
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1. SEDIMENT SHALL BE REMOVED AND TRAP RESTORED TO ITS ORIGINAL DIMENSIONS SILT FENCE WHEN THE SEDIMENT HAS ACCUMULATED TO 1/2 THE DE9GN DEPTH OF THE TRAP. RIP RAP APRON TO CONTINUE 3 Q Q
2. REMOVED SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA AND IN SUCH TO LIMITS OF DISTURBED AREA A MANNER THAT IT WILL NOT ERODE. 0 0
3. THE STRUCTURE SHALL BE INSPECTED A~CENTCANDTRPARS MADE ASENECESSARY.
FINANgALLY RESPONSIBLE PARTY OR H S FILTER FABRIC Z I
4. CONSTRUCTION OPERATIONS SHALL BE CARRIED OUT IN SUq~ A MANNER THAT EROSION AND WATER POLLUTION ARE MINIMIZED.
5. THE SEDIMENT TRAP SHALL BE REMOVED AND THE AREA STABIUZED WHEN THE STONE SECTION
DRAINAGE BASIN HAS BEEN PROPERLY STABILIZED. m 0
6. SL1 FENCE INSTALLATION SHALL BE IN ACCORDANCE WITH DETAIL C-5.2-2 z a
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DIMENT TRAP SCALE; NOT TO SCALE T RM INLET SE LT FENCES 0 SI SCALE: NOT TO SCALE
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STRUCTION NOTES: CON
II. SAFETY IV. CLEARING/DEMO CLEARING/DEMOLITION
I. MISCELLANEOUS THE CONTRACTOR SHALL CLEAR AND GRUB ONLY THOSE PORTIONS OF U. IF SUBGRADE SOILS EXHIBIT PUMPING DURING COMPACTION, THE AREA SHALL BE A.
AND A. DURING THE CONSTRUCTION AND MAINTENANCE OF THIS PROJECT, A. THE CON' A. CURRENT EDITIONS OF THE NCDOT ROADWAY STANDARD DRAWINGS THE SITE NEC THE SITE NECESSARY FOR CONSTRUCTION. DISTURBED AREAS WILL BE ALLOWED TO DRY UNTIL THE SOILS BECOME WORKABLE WITHOUT PUMPING, THE MOISTURE SEEDED, MULCHED, SODDED OR PLANTED WITH OTHER APPROVED LANDSCAPE CONTENT OF THE SOILS SHALL BE ADJUSTED TO PREVENT PUMPING,
HALL BE CONSIDERED PART OF THESE PLANS. ALL SAFETY REGULATIONS SHALL BE ENFORCED• THE CONTRACTOR OR SEEDED, MUL( SPECIFICATIONS MANUALS HIS REPRESENTATIVE SHALL BE RESPONSIBLE FOR THE CONTROL AND MATERIAL IMMEDIATELY FOLLOWING CONSTRUCTION, V. EXPOSURE TO THE ENVIRONMENT MAY REDUCE THE STRENGTH OF SOILS IN FOOTING,
SAFETY OF THE TRAVELING PUBLIC AND THE SAFETY OF HIS MATERIAL IMN B. THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE PERMIT AND PERSONNEL. FLOOR SLAB, AND PAVED AREAS. IF THIS OCCURS, THE SOFTENED SOILS SHALL BE REMOVED AND
INSPECTION REQUIREMENTS SPECIFIED BY THE VARIOUS GOVERNMENTAL AGENCIES, THE ENGINEER, AND THE ARCHITECT. THE CONTRACTOR SHALL OBTAIN ALL B, THE CONTRACTOR'S MAINTENANCE OF TRAFFIC PLAN MUST BE B• THE TOP B, THE TOP 6" OF GROUND REMOVED DURING CLEARING AND REWORKED IMMEDIATELY PRIOR TO CONCRETE PLACEMENT. IF RAINFALL IS EXPECTED AT A
NECESSARY PERMITS PRIOR TO CONSTRUCTION, AND SHALL SCHEDULE ANY SUBMITTED AND APPROVED BY UNION COUNTY/NC DOT AND EAGLE GRUBBING SH GRUBBING SHALL BE STOCKPILED AT A SITE DESIGNATED BY THE OWNER OR TIME WHEN BEARING SOILS IN FOOTING AREAS ARE EXPOSED, A 2 TO 4 INCH THICK LAYER OF
NECESSARY INSPECTIONS ACCORDING TO AGENCY INSTRUCTIONS. ENGINEERING PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. THE OWNER'S THE OWNER'S ENGINEER TO BE USED FOR LANDSCAPING PURPOSES, UNLESS LEAN CONCRETE MAY BE PLACED IN SUCH AREAS. OTHERWISE DIRECTED BY THE OWNER OR THE OWNER'S ENGINEER, REMAINING T N FF AWAY FROM THE
T IN THESE PLANS OTHERWISE DI C. ALL SPECIFICATIONS AND DOCUMENTS REFERRED 0 T THE PROVISIONS EARTHWORK EARTHWORK THAT RESULTS FROM CLEARING AND GRUBBING OR SITE W. THE SITE SHAII BE GRADED TO TRANSPOR SURFACE RU 0
SHALL BE OF THE LATEST REVISION. C. LABOR SAFETY REGULATIONS SHALL CONFORM 0 SET FORTH BY OSHA IN THE FEDERAL REGISTER OF THE DEPARTMENT OF EXCAVATION R UIRED PROVIDED THAT THE STRUCTURES AND PAVED AREAS. WATER SHALL NOT BE ALLOWED TO ACCUMULATE (POND) W EXCAVATION IS TO BE UTILIZED ON-SITE IF EO AROUND THE BUILDING PERIMETER OR ON PAVED AREAS. ~
PERFORMED SHALL COMPLY WITH THE REGULATIONS AND TRANSPORTATION. MATERIAL IS D. ALL WORK TESTING COMI MATERIAL IS DEEMED SUITABLE FOR CONSTRUCTION BY THE OWNER'S SOILS TESTING COMPANY. EXCESS MATERIAL IS TO BE EITHER STOCKPILED ON THE GENERAL ROCK EXCAVATION:
ORDINANCES OF THE VARIOUS GOVERNMENTAL AGENCIES HAVING VER THE WORK. D. CONTRACTOR SHALL PROVIDE AND MAINTAIN HIS OWN SAFETY SITE AS DIRE SITE AS DIRECTED BY THE OWNER OR OWNER'S ENGINEER, OR REMOVED FROM ROCK SHALL BE DEFINED AS ANY MATERIAL WHICH CANNOT BE EXCAVATED WITH ASINGLE- m
JURISDICTION 0 EQUIPMENT IN ACCORDANCE WITH HIS HEALTH & SAFETY PROGRAM AND THE SITE. TI THE SITE. THE CONTRACTOR IS RESPONSIBLE FOR ACQUIRING ANY PERMITS T TH RIPPER DRAWN BY A CRAWLER TRACTOR HAVING A MINIMUM DRAW BAR PULL RATED AT THAT ARE NECESSARY FOR REMOVING EXCESS EARTHWORK FROM THE SITE. 00
FORMED UNDER THIS CONTRACT SHALL INTERFACE ALL OTHER APPLICABLE LEGAL AND HEALTH AND SAFETY THAT ARE NE E. WORK PER NOi LESS THAN 56,000 POUNDS (CATERPILLAR D 8K OR EQUIVALENT). C. ALL CONSTRUCTION DEBRIS AND OTHER WASTE MATERIALS SHALL BE
SMOOTHLY WITH OTHER WORK BEING PERFORMED ON SITE BY OTHER REQUIREMENTS. THE CONTRACTOR IS ALSO RESPONSIBLE FOR C. ALL CON! CONTRACTORS AND UTILITY COMPANIES. THE CONTRACTOR PROVIDING ITS EMPLOYEES AND SUB CONTRACTORS WITH ADEQUATE DISPOSED OF DISPOSED OF OFF-SITE IN ACCORDANCE WITH APPLICABLE REGULATORY AGENCY THE VOLUME OF ROCK EXCAVATION SHALL BE DETERMINED BY A LICENSED SURVEYOR BY THE ~
SHALL COORDINATE AND SCHEDULE HIS ACTIVITIES, INFORMATION AND TRAINING TO ENSURE THAT ALL EMPLOYEES AND REQUIREMENT REQUIREMENTS OR AS DIRECTED BY THE OWNER OR THE OWNER'S ENGINEER. AVERAGE END AREA METHOD. THE CONTRACTOR SHAII SUBMIT TO THE ENGINEER A SCALED PLAN WITH SUFFlCIENT ELEVATION POINTS TO ACCURATELY DEFINE THE VOLUME of ROCK
WHERE NECESSARY, WITH OTHER CONTRACTORS AND UTILITY SUB CONTRACTORS AND SUB CONTRACTOR'S EMPLOYEES COMPLY WITH COMPANIES. ALL APPLICABLE REQUIREMENTS. CONTRACTOR SHALL REMAIN IN EXCAVATED. THE DEPTH OF ROCK SHAII BE DEFINED AS FROM TOP OF ROCK TO THE CONTRACT ° z
COMPLIANCE WITH ALL OCCUPATION SAFETY AND HEALTH PAVING AND GRADING SPECIFIED ELEVATION FOR EXCAVATION.
F. THE WATER, SANITARY SEWER, AND STORM DRAINAGE FACILITIES REGULATIONS AS WELL AS THE ENVIRONMENTAL PROTECTION LAWS. V. PAVING AND i ARE SUBJECT TO THE REVIEW AND APPROVAL OF UNION COUNTY THE FOLLOWING IS NOT TO BE PERCEIVED AS THE ENTIRE SAFETY CONTRACTOR SHALL BE COMPENSATED FOR ROCK EXCAVATION AS DEFINED HEREIN IN
AND IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN PROGRAM BUT JUST BASIC REQUIREMENTS. A. ALL DELE A. ALL DELETERIOUS SUBSURFACE MATERIAL (I.E. MUCK, PEAT, BURIED ACCORDANCE WITH CONTRACT UNIT PRICES. DEBRIS)IS TO BE EXCAVATED IN ACCORDANCE WITH THESE PLANS OR
THE REQUIRED PERMITS TO PERFORM WORK IN THE PUBLIC RIGHT-OF- DEBRIS) IS Ti WAY. E. ALL EXCAVATIONS BY THE CONTRACTOR SHALL CONFORM TO THE AS DIRECTED AS DIRECTED BY THE OWNER, THE OWNER'S ENGINEER, OR OWNER'S
REQUIREMENTS OF THE DEPARTMENT OF LABOR'S OCCUPATIONAL SOIL TESTING SOIL TESTING COMPANY. DELETERIOUS MATERIAL IS TO BE STOCKPILED ~
SAFETY AND HEALTH ADMINISTRA110N RULES AND REGULATIONS• OR REMOVED PARTICULAR ATTENTION MUST BE PAID TO THE CONSTRUCTION OWNER'S ENC OR REMOVED FROM THE SITE AS DIRECTED BY THE OWNER OR THE TRENCH ROCK EXCAVATION: ' NGINEER. EXCAVATED AREAS TO BE BACKFILLED WITH X, TRENCH ROCK SHALL BE DEFINED AS ANY MATERIAL WHICH CANNOT BE EXCAVATED WITH A A Q OWNERS E
STANDARDS FOR EXCAVATIONS, 29 CFR PART 1926, SUBPART P. APPROVED M APPROVED MATERIALS AND COMPACTED AS SHOWN ON THESE PLANS. BACKHOE HAVING A BUCKET CURLING FORCE RATE AT NOT LESS THAN 24,700 POUNDS U
T F T IN THE CURRENT EDITION CONTRACTOR F. THE MINIMUM STANDARDS AS SE OR H NECESSARY CONTRACTOR IS RESPONSIBLE FOR ACQUIRING ANY PERMITS THAT ARE (CATERPILLAR MODEL 225 OR EQUIVALENT). A THE SITE. Z ~ NECESSARY FOR REMOVING DELETERIOUS MATERIAL FROM W
OF "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES" (U.S. DOT) BASIS OF PAYMENT FOR TRENCH ROCK EXCAVATION: ~ O
TILITIES SHALL BE FOLLOWED IN THE DESIGN APPLICATION, INSTALLATION, g, THE CON PROTECTION OF EXISTING U MAINTENANCE AND REMOVAL OF ALL TRAFFIC CONTROL DEVICES, c B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING Y. PIPE TRENCH: THAT VOLUME DEFINED BY THE PIPE DIAMETER PLUS 18" AND THE DEPTH EXCAVATIONS AGAINST COLLAPSE AND WILL PROVIDE BRACING, FROM TOP OF ROCK TO BOTTOM OF PIPE PLUS 6" MULTIPLIED BY THE ACTUAL LENGTH.
N BARRIERS NECESSARY TO PROTECT THE EXCAVATION.. CONTACT THE APPROPRIATE AGENCY FOR THE EXACT FIELD WARNING DEVICES A D SHEETING OR SHEETING OR SHORING AS NECESSARY. DEWATERING METHODS SHALL WALL FOOTING, PIT: THAT VOLUME DEFINED BY THE WIDTH OF FOOTING PLUS 12" AND THE
THE CONTRACTOR SHALL PUBLIC AND WORKMEN FROM HAZARDS WITHIN THE PROJECT LIMITS. F ALL WATER SEWER, ELECTRIC, TELEPHONE, TELEVISION AND ANY BE USED AS LOCATIONS 0 BE USED AS REQUIRED TO KEEP TRENCHES DRY WHILE PIPE AND DEPTH FROM TOP OF ROCK TO BOTTOM OF FOOTING MULTIPLIED BY THE ACTUAL LENGTH OF WALL. a APPURTENANCES ARE BEING PLACED. COLUMN FOOLING: THE AREA OF THE COLUMN FOOTING MULTIPLIED BY THE DEPTH FROM
ND OVERHEAD UTILITY BEFORE STARTING CONSTRUCTION. THE IN A S SHALL CONFORM TO APPURTENAN OTHER UNDERGROUND A G• ALL TRAFFIC CONTROL MARK GS ND DEVICE
OMISSION FROM OR THE INCLUSION OF UTILITY LOCATION ON THE CONTRACT THE PROVISIONS SET FORTH IN THE MANUAL ON UNIFORM TRAFFIC C• ALL NECI DRAWNGS IS NOT TO BE CONSIDERED AS THE NON-EXISTANCE OF OR A DEFINITE CONTROL DEVICES PREPARED BY THE U,S• DEPARTMENT OF CONSTRUCTIC SARY FILL AND EMBANKMENT THAT IS PLACED DURING TOP OF ROCK TO BOTTOM ~ FOOTING. C, ALL NECES TI N SHALL CONSIST OF MATERIAL SPECIFIED BY THE CONTRACTOR SHALL BE COMPENSATED FOR ROCK EXCAVATION AS DEFINED HEREIN IN F' CONSTRUC 0
LOCATION OF EXISTING UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TRANSPORTATION FEDERAL HIGHWAY ADMINISTRATION. OWNER'S SOI OWNER'S SOIL TESTING COMPANY OR ENGINEER AND BE PLACED AND ACCORDANCE WITH CONTRACT UNIT PRICES.
TO VERIFY THE LOCATION AND DEPTH OF ALL UNDERGROUND UTILITIES ALONG THE COMPACTED COMPACTED ACCORDING TO THESE PLANS OR THE REFERENCED SOILS REPORT.
ROUTE OF WORK. H. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO REPORT. COMPLY AND ENFORCE ALL APPLICABLE SAFETY REGULATIONS. THE
THE FOLLOWING LISTING OF UTILITY COMPANIES (WHICH MAY OR MAY NOT BE COMPLETE) ABOVE INFORMATION HAS BEEN PROVIDED FOR THE CONTRACTOR'S D. PROPOSE NT FINISHED PAVEMENT OR D. PROPOSED SPOT ELEVATIONS REPRESE VI. DRAINAGE GROUND SURFACE GRADE UNLESS OTHERWISE NOTED ON DRAWINGS, N
MAY HAVE EXISTING UNDERGROUND OR OVERHEAD UTILITIES IN THE CONTRACT VICINITY. INFORMATION ONLY AND DOES NOT IMPLY THAT THE OWNER OR GROUND SUR ENGINEER WILL INSPECT AND/OR ENFORCE SAFETY REGULATIONS. A. ALL STORM SEWER PIPE SHALL BE BITUMINOUS COATED CORRUGATED N 0~
1. PIEDMONT NATURAL GAS DISTRICT OFF.{704) 525-5585 EMERGENCY (704) 525_3620 HA EXERCISE EXTREME CAUTION IN AREAS OF J. CONTRAC OSION CONTROL AND METAL UNLESS OTHERWISE NOTED ON PLANS. ALL DRAINAGE W ~ O N J. CONTRACTOR SHALL PROVIDE ER
NION COUNTY UTILITY DEPT (WATER & SEWER) ................•..................[phone] I. THE CONTRACTORS LL TI TO SEDIMENTATII 2. U ARRIER HAY BALES OR SILTATION CURTAIN) TO STRUCTURES SHALL BE IN ACCORDANCE WITH NCDOT STANDARDS UNLESS +++Na+r ~ oo N SEDIMENTATION B ( T TORM OTHERWISE NOTED ON PLANS. N T TATION OF ADJACENT PROPERTY, STREE S, S U ~ N PREVEN SIL SS '•y Z ~ U d'
TATION.•,.....,•....,.•..........•,.•...,,•.••..,••.••,••••••••••••[phone] BURIED UTILITIES AND SHALL PROVIDE AT LEAST 48 HOURS NO PREVENT SIL 3. N.C. DEPT. OF TRANSPOR .••,,,,,,,,,,,,,,,,,,,,•,••,•.,,,...,,.,.,..,..........•....[phone] THE UTILITY COMPANIES PRIOR TO CONSTRUCTION TO OBTAIN FIELD SEWERS AND 4. BELL SOUTH TELEPHONE LOCATIONS OF EXISTING UNDERGROUND UTILITIES. SEWERS AND WATERWAYS, ~`~p W z !
5. U S SPRINT ...........•,...,........,...,,....,,....,,...,•........,.....,,....,,.....,,....,,..[phone] TH SHOWN ARE APPROXIMATE AND TO CENTER OF ~ P~ y ; ~ r~ o N NT DURING CONSTRUCTION, B. PIPE LENG S v ~ di O F~ 00
6, AT&T ......................................................•,,..,.,,,.....,,....,,.....,......,..,..,,..,...,,(800 632-4949 K. IF WIND 803 548-0482, 800 868-5303 J. THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY DAMAGE TO K. IF WIND EROSION BECOMES SIGNIFICA DRAINAGE STRUCTURE OR TO THE END OF THE PIPE. : ~ O ~ c~ r V' U cti o0 THE CONTRACTOR SHALL STABILIZE THE AFFECTED AREA USING
7 TELECOM USA ) ( ) EXISTING FACILITIES, ABOVE OR BELOW GROUND, THAT MAY OCCUR AS THE CONTRA ' ..............................[phone], [phone] 8. M.C.I A RESULT OF THE WORK PERFORMED BY THE CONTRACTOR CALLED FOR SPRINKLING, T METHODS. CONTRACTOR SHALL VERIFY ALL QUANTITIES PRIOR TO SUBMITTAL OF BID. : a a~ a ~ z~ ~ : F, W ~ SPRINKLING, IRRIGATION OR OTHER ACCEP ABLE ~ ~
9. TIME WARNER• .............................................................................•.............[phone] IN THIS CONTRACT, A PER 'zy ~ ~ ~ ~ O L. THE CONTRACTOR WILL STABILIZE BY SEED AND MULCH, SOD OR C. ALL DRAINAGE STRUCTURE GRATES AND COVERS SHALL BE S Off, , U ~
NION COUNTY ELECTRIC MEMBERSHIP CORP.•.....• ...............................[phone] L, THE CON 10. U K. ALL UNDERGROUND UTILITIES MUST BE IN PLACE AND TESTED OR OTHER APPRO' AS REQUIRED BY ANY DISTURBED AREAS WITHIN ONE NCDOT STANDARDS UNLESS OTHERWISE NOTED. ,d0 d C~~~• oo •d OTHER APPROVED MATERIALS AND ~ y ~
VE COMPANIES DO NOT SUBSCRIBE 70 CAROLINA ONE CALL INSPECTED PRIOR TO BASE AND PAVEMENT CONSTRUCTION. WEEK FOLLO' NOTE: SOME OF THE ABO PAVEMENT A K FOLLOWING CONSTRUCTION OF THE UTILITY SYSTEMS , ~ WEE ^y~ PAVEMENT AREAS. CONTRACTOR SHALL MAINTAIN SUCH AREAS UNTIL ~p ~ 1N
FINAL ACCEPTANCE BY OWNER. D. ALL STORM DRAINAGE PIPING SHALL BE SUBJECT TO A VISUAL INS:'ECTION BY THE OWNER'S ENGINEER PRIOR TO THE PLACEMENT OF
................................•......................(800} 632-4949 FINAL ACCEF CAROLINA ONE CALL.• III. SITE PLAN AND COORDINATE GEOMETk`f M. ENGINEEF
3 INCHES IN N RIAL SHALL N!1T CONTAIN ROCKS OR HARD LUMPS GREATER THAN BRCKFILL. CONTRACTOR TO NOTIFY THE ENGINEER 48 HOURS IN ADVANCE M. ENGINEERED FILL MATE TO SCHEDULE INSPECTIONS. ` N MAXIMUM DIMENSIONS AND SHALL BE FREE OF VEGETATION, ORGANIC MATTER, 3 INCHES I
A. ARCHITECTURAL BUILDING PLANS FURNISHED BY DEBRIS, RUBBI DEBRIS, RUBBLE, AND OTHER UNSUITABLE MATERIALS. E. THE CONTRACTOR SHALL MAINTAIN AND PROTECT FROM MUD,
ANTHONY ARCHITECTURAL ASSOCIATES N. IMPORTS[ N. IMPORTED SOILS FOR USE AS ENGINEERED FILL SHALL BE NON-EXPANSIVE MATERIALS DIR?, DEBRIS, ETC. THE STORM DRAINAGE SYSTEM UNTIL FINAL
B. SITE PLAN PREPARED BY EAGLE ENGINEERING AND SHALL N( AND SHALL NOT CONTAIN ROCKS OR HARD LUMPS GREALER THAN 3 INCHES IN MAXIMUM ACCEPTANCE OF THE PROJECT. THE CONTRACTOR MAY BE REQUIRED
DIMENSIONS AI DIMENSIONS AND SHALL BE FREE OF VEGETATION, ORGANIC MATTER, DEBRIS, RUBBLE, AND TO RECLEAN PIPES AND INLETS FOR THESE PURPOSES. OTHER UNSUITABLE MATERIALS.
C. STRUCTURAL PLANS FURNISHED BY OTHER UNSUIT
0. ELECTRICAL, MECHANICAL, AND PLUMBING PLANS FURNISHED BY 0. AGGREGA 0. AGGREGATE BASE MATERIAL SHALL MEET THE FOLLOWING GRADATION REQUIREMENTS. Q
~f SIEVE SIZE.:. ~ z T ~ - (PER ASTM D422) WEIGH ~
E. SURVEY PREPARED BY J 1 INCH 100 z
F. SUBSURFACE INVESTIGATION BY 0 3/4 90-100
DATED JUNE 29, 1998. N0. 8 35-55 Q Q
G. ALL POINTS AND MONUMENTS SHALL BE SURVEYED UPON N0. 200 0-B VIII. EROSION/TURBIDITY CONTROL
MOBILIZATION TO VERIFY THEIR ACCURACY. ANY DISCREPENCIES NTS SHALL BE P. ALL AREAS TO RECEIVE FILL, AND AREAS OF STRUCTURES AND PAVEME T N F TEMPORARY EROSION CONTROL BARRIERS
DISCOVERED MUST BE BROUGHT TO THE ATTENTION OF THE P, ALL ARE ENGINEER IN WRITING. STRIPPED OF STRIPPED OF VEGETATION, ORGANIC MATTER, DEBRIS, RUBBLE, AND OTHER UNSUITABLE A. THE INSTALLA 10 0 z FILL BUT MAY BE USED tN SHALL BE COORDINATED WITH THE CONSTRUCTION OF THE PERMANENT =
T SHALL BE MATERIALS. ! MATERIALS. STRIPPED SOILS SHALL NOT BE USED IN ENGINEERED T ARY TO ASSURE ~ LANDSCAPE AREAS. EROSION CONTROL FEATURES TO THE EXTEN NECESS _
H. MONUMENTS AND OTHER SURVEY CONTROL POIN S LANDSCAPE A PROTECTED FROM DAMAGE AND DISTURBANCE. IF ANY CONTROL ECONOMICAL, EFFECTIVE AND CONTINUOUS CONTROL OF EROSION AND z ~
POINTS ARE DAMAGED OR DISTURBED, IT SHALL BE THE RESPONSIBILITY ~ ENGINEEI ~ ENGINEERED FILL MATERIAL SHALL BE COMPACTED TO AT LEAST THE FOLLOWING WATER POLLUTION THROUGHOUT THE LIFE OF THE CONSTRUCTION PHASE. 0 P RCENTAGES OF MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT, PER ASTM ~ E
OF THE CONTRACTOR TO NOTIFY THE ENGINEER AND REPLACE PERCENTAGES THE CONTROL POINTS TO THEIR ORIGINAL CONDITION AT HIS OWN D1557 (MODIF D1557 MODIFIED PROCTOR): B. THE TYPE OF EROSION CONTROL BARRIERS USED SHALL BE z (
EXPENSE. _ _ - GOVERNED BY THE NATURE OF THE CONSTRUCTION OPERATION AND SOIL T MOISTURE CONTENT TYPE THAT 1MLL BE EXPOSED. SILTY AND CLAYEY MATERIAL USUALLY
T M. ENGINEERED I. ALL ELEVATIONS REFER TO THE NATIONAL GEODETIC VERTICAL DA U ENGINEERED FILL MATERIAL (RANGE) REQUIRE SOLID SEDIMENT BARRIERS TO PREVENT TURBID WATER
NATIVE SOIL DISCHARGE, WHILE SANDY MATERIAL MAY NEED ONLY SILT SCREENS OR IATIVE SOIL 90~ OPTIMUM TO OPTIMUM PLUS 3~ HAY BALES TO PREVENT EROSION. FLOATING TURBIDITY CURTAINS
J. LOCATIONS, ELEVATIONS, AND DIMENSIONS OF EXISTING UTILITIES, ENGINEERED FILL UI :NGINEERED FILL UNDER STRUCTURES AND BEHIND 93~ OPTIMUM TO OPTIMUM PLUS 3~ SHALL BE USED IN OPEN WATER SITUATIONS. DIVERSION DITCHES OR
STRUCTURES AND OTHER FEATURES ARE SHOWN ACCORDING TO THE RETAINING WALLS BEST INFORMATION AVAILABLE AT THE TIME OF PREPARATION OF THESE ENGINEERED FILL UI 'ETAINING WALLS SWALES MAY BE REQUIRED TO PREVENT TURBID STORM WATER RUNOFF :NGINEERED FILL UNDER PAVEMENTS 95~ OPTIMUM PLUS OR MINUS 2X FROM BEING DISCHARGED TO WETLANDS OR OTHER WATER BODIES. IT
PLANS. THE CONTRACTOR SHALL VERIFY THE LOCATIONS, ELEVATIONS FILL IN LANDSCAPE 'ILL IN LANDSCAPE AREAS 85~ 2 TO 5~ ABOVE OPTIMUM MAY BE NECESSARY TO EMPLOY A COMBINATION OF BARRIERS, DITCHES
AND DIMENSIONS OF ALL EXISTING UTILITIES, STRUCTURES AND OTHER FEATURES AFFECTING THIS WORK PRIOR TO CONSTRUCTION. AGGREGATE BASE 1GGREGATE BASE MATERIAL OR IMPORTED GRANULAR 95~ OPTIMUM PLUS OR MINUS 2~ AND OTHER EROSION/TURBIDITY CONTROL MEASURES IF CONDITIONS ~ N
SOIL IN BUILDING A i01L IN BUILDING AND PAVEMENT AREAS WARRANT. ~
K. UPON COMPLETION OF CONSTRUCTION, THE CONTRACTOR SHALL NOTE: MOIS• NOTE: MOISTURE CONTENT OF ENGINEERED FILL MATERIAL MAY REQUIRE C. CONSTRUCTION OPERATIONS IN OR ADJACENT TO WETLANDS SHALL = °
FURNISH OWNER'S ENGINEER WITH COMPLETE "AS-BUILT" INFORMATION AI ADJUSTMENT DURING CONSTRUC110N TO PREVENT SOIL PUMPING, BE RESTRICTED TO THOSE AREAS IDENTIFIED IN THE PLANS AND IN ~
CERTIFIED BY A REGISTERED LAND SURVEYOR. THIS "AS-BUILT INFORMATION SHALL BE PRODUCED ON AUTOCAD VERSION 12, OR LATER, AND R. ENGINES IN LIFTS NO GREATER THAN 8 INCHES THICK THE SPECIFICATIONS. ~ m m R. ENGINEERED FILL SHALL BE PLACED L,LJ ~ ~
UPON COMPLETION, THE CONTRACTOR SHALL FURNISH EAGLE ENGINEERING WITH (LOOSE). (LOOSE). D. EXCEPT AS NECESSARY FOR CONSTRUCTION, EXCAVATED MATERIAL ~ Z
DISKS OF ALL DRAWINGS, ONE SET OF REPRODUCIBLE MYLARS, AND FIVE S. THE TOI SHALL NOT BE DEPOSITED IN THE WETLANDS OR IN A POSITION CLOSE ~ ~ o XPOSED AT THE BOTTOM OF EXCAVATIONS SHALL BE H THERETO TO BE WASHED AWAY BY NIGH WATER OR RUNOFF. S. THE TOP 8 INCHES OF SOIL E T P ACEMENT OF ENOUG
MPACTED SCARIFIED AND COMPACTED AS ENGINEERED FILL PRIOR 0 L Z CO ,
T "AS-BUILT" INFORMATION SHALL CLEARLY AND COMPACTED, SETS OF BLUEPRINTS. HE ADDITIONAL F ACCURATELY REPRESENT ALL CONSTRUCTED ITEMS INCLUDING, BUT NOT ADDITIONAL FILL. E. THE CONTRACTOR SHAII SCHEDULE HIS OPERATIONS SUCH THAT THE Z n
LIMITED TO: T. IF SOF• X AVATIONS IT SHALL BE AREA OF UNPROTECTED ERODIBLE EARTH EXPOSED AT ANY ONE TIME IS Q T. IF SOFT OR LOOSE SOIL IS PRESENT AT THE BASE OF E C IM M AREA NECESSARY FOR EFFICIENT -
1. ELEVATIONS OF ALL STORM SEWER AND SANITARY SEWER STRUCTURE EXCAVATED I EXCAVATED AND OR COMPACTED AS ENGINEERED FILL OR AS RECOMMENDED BY THE NOT LARGER THAN THE MIN U ~ / CONSTRUCTION OPERATIONS, AND THE DURATION OF EXPOSED,
BOTTOMS, TOPS, AND INVERTS. ENGINEER?S I NGINEER?S FIELD REPRESENTATIVE, V c E UNCOMPLETED CONSTRUCTION TO THE ELEMENTS SHALL BE AS SHORT AS ~ m ~
PRACTICABLE, CLEARING AND GRUBBING SHALL BE SO SCHEDULED AND ~ ~ PERFORMED THAT GRADING OPERATIONS CAN FOLLOW IMMEDIATELY ~
2. FIELD MEASURED LENGTHS OF PIPES FOR ALL INSTALLED UTILITIES, CONDUITS, SLEEVES, ETC. THEREAFTER, AND GRADING OPERATIONS SHALL BE SCHEDULED AND ~ °
PERFORMED THAT PERMANENT EROSION CONTROL FEATURES CAN FOLLOW Z
3. LOCATIONS OF ALL STRUCTURES, PIPES, CONDUITS, SLEEVES, ETC. IMMEDIATELY THEREAFTER IF CONDITIONS ON THE PROJECT PERMIT. ~ Q z
4. CALCULATED SLOPE OF ALL SANITARY SEWER AND STORM SEWER LINES. T T HALL PROVIDE V F. THE CONTRACTOR AND/OR OWNER S REPRESEN A IVE S
5. HORIZONTAL AND VERTICAL CONTROL OF ALL WATER MAIN FITTINGS AND ROUTINE MAINTENANCE OF PERMANENT AND TEMPORARY EROSION CONTROL FEATURES UNTIL THE PROJECT IS COMPLETE AND ALL DISTURBED SOILS ARE r m
APPURTENANCES, AND HORIZONTAL AND VERTICAL CONTROL ON THE TOP STABILIZED. °
OF WATER MAINS AT ALL CROSSINGS, AND A MINIMUM OF EVERY 200 LINEAR FEET OF PIPE. U
~ N
6. HORIZONTAL AND VERTICAL CONTROL OF ALL TOP OF BANKS, TOE OF SLOPES, ALL GRADE BREAKS, BUILDINGS, PONDS, ETC.
M NSIONS SHOWN ON PLAN ARE TO FACE OF BUILDING, EDGE OF L. ALL DI E ~ ,
PAVEMENT, CENTERLINE OF STRUCTURE, OR END OF PIPE UNLESS NOTED OTHERWISE.
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