NCG140463_COMPLETE FILE - HISTORICAL_20180924

STORMWATfR DIVISION CODING SHEET
NCG PERMITS
PERMIT NO.
/vIqD��3
DOC TYPE
tl-'HISTORICALFILE
❑ MONITORING REPORTS
DOC DATE
❑ j d) v D
YYYYMMDD

Permit Number NCG140463
Central Files: APS _ SWP
9/21/2018
Permit Tracking Slip
Program Category
Status
Project Type
NPDES SW
Active
New Project
Permit Type
Version
Permit Classification
Ready Mix Concrete StormwaterlWastewater Discharge COC
1.00
COC
Primary Reviewer
Permit Contact
Affiliation
Bethany.Georgoulias
Coastal SWRule
Permitted Flow RECF IvED
Facility SEP.2 4 .2018
Facility Name
CENTRAL~ FILES
MajorlMinor
Region
Raleigh Concrete
©WR SECTION
Minor
Raleigh
Location Address
County
1938 S Wilmington St
Wake
Facility Contact Affiliation
Raleigh
NC 27603
Brenda Roque
1938 S Wilmington St
Owner
Raleigh
NC 27603
Owner Name Owner Type
Raleigh Concrete LLC Non -Government
Owner Affiliation
Jose Juan Plascencia Sanchez
1938 S Wilmington St
Dates/Events Raleigh NC 27603
Scheduled
Orig Issue App Received Draft Initiated Issuance Public Notice Issue Effective Expiration
9/21 /2018 6/26/2018 9121 /2018 9/21/2018 6/30/2022
Regulated Activities Requested /Received Events
Concrete products manufacture RO staff report received 813118
RO staff report requested 713118
Outfall 001
Waterbody Name Streamindex Number Current Class Subbasin
Walnut Creek 27-34-(4) C;NSW 03-04-02

V
ROY COOPER NORTH CAROLINA
Governor Environmental Quality
MICHAEL S. REGAN
Secretary
WILLIAM E. (TOBY) VINSON, JR.
Interim 01rector
September 21, 2018
Jose Juan Sanchez
Raleigh Concrete, LLC
1938 South Wilmington Street
Raleigh, NC 27603
Subject: General Permit No. NCG020000
Raleigh Concrete
COC NCG140463
Wake County
Dear Mr. SAnehez:
In accordance with your application for a discharge permit received on June 26, 2018, we are
forwarding herewith the subject Certificate of Coverage (COC) to discharge under the subject state —
NPDES general permit. This permit is issued pursuant to the requirements of North Carolina General
Statute 143-215.1 and the Memorandum of Agreement between North Carolina and the US
Environmental Protection Agency dated October 15, 2007 (or as subsequently amended).
Please take notice that this certificate of coverage is not transferable except after notice to the
Division of Energy, Mineral, and Land Resources. The Division may require modification or revocation
and reissuance of the certificate of coverage.
This general permit allows the discharge of stonmwater and certain types of wastewater.
However, your application specified that no wastewater would be discharged from this facility.
Therefore, the COC allows stormwater discharges only.
Per the requirements of the Neuse Riparian Buffer Rule, all stormwater drainage to stream
buffers, from portions of this site that have been constructed after July 22, 1997, must be discharged
through a correctly designed level spreader or another device that meets diffuse flow requirements per
15A NCAC 213 .0233. Diffuse flow requirements are described in Chapter 9 of the North Carolina
Stormwater Design Manual, available at: https://deq.nc.gov/about/divisions/energy-mineral-]and-
resourceslenergy-mineral-land-permit-guidancelstormwater-bmp-manual .
This permit does not affect the legal requirements to obtain other permits which may be required
by the Division of Energy, Mining, and Land Resources, or permits required by the Division of Water
Resources, Coastal Area Management Act, or any other federal or local governmental permit that may be
required.
D_EC��
North Carolina Department of Environmental Quality I Division of Energy. Mineral and Land Resources
512 North Salisbury Street 1 1612 Mall Service Center I Raleigh, North Carolina 27699.1612
919.707.9200

- . )o
If you have any questions concerning this permit, please contact Bethany Georgoulias at
telephone number [phone].
Sincerely,
for William E. oby) Vinson, Jr., P.E., CPM, Interim Director
Division of Energy, Mineral, and land Resources
cc: Central Files
Raleigh Regional Office
Stormwater Permitting Program Files
Wake County Environmental Services, Attn: Eric Green, P.O. Box 550, Raleigh, NC 27602
North Carolina Department of Environmental Quality I Division of Energy, Mineral and Land Resources
512 North Salisbury Street 1 1612 Mail Service Center I Raleigh, North Carolina 27699-1612
919,707.9200

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL, AND LAND RESOURCES
GENERAL PERMIT NO. NCG140000
CERTIFICATE OF COVERAGE No. NCG140463
STORMWATER AND WASTEWATER D[SCHARGES
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1, other lawful
standards and regulations promulgated and adopted by the North Carolina Environmental
Management Commission, and the Federal Water Pollution Control Act, as amended,
Raleigh Concrete, LLC
is hereby authorized to operate wastewater treatment system(s) and discharge
stormwater only from a facility located at:
Raleigh Concrete
1938 S. Wilmington Street
Raleigh
Wake County
to receiving waters designated as Walnut Creek, class C;Sw waters, in the Neuse River
Basin, in accordance with the effluent limitations, monitoring requirements, and other
conditions set forth in Parts 1, II, 111, IV, V, and VI of General Permit No. NCG140000 as
attached.
This certificate of coverage shall become effective September 21, 2018.
This Certificate of Coverage shall remain in effect for the duration of the General Permit.
Signed this 215C day of September 2018.
0
for William E. (Toby) Vinson,`�r., P.E., CPM
Interim Director, Division of Energy, Mineral, and Land Resources
By the Authority of the Environmental Management Commission

ACC-��0,
911 Paverstone Drive, Ste. E
Raleigh,27615
PA BST DESIGN G RRO U P, 1 n A Office: � 919.848.4399
E IN (.; I \ h L, R I \ G & C: O NIS !I i. 1 1 \ (_; Fax: [phone]
LETTER OF TRANSMITTAL
To: NCDEQ
DEMLR — Stormwater Program
Department of Environmental Quality
1612 Mail Service Center
Raleigh, NC 27699-1612
Re: 1938 S. Wilmington St,
NCG14000 N.O.I.
I am sending you the following item(s):
Date:
06/26/18
Job No.: 339-16
COPIES
DATE
NO.
DESCRIPTION
1
6/26/18
1
NCG140000 Application
1
6/26/18
2
$100 Application Fee Check
2
619117
3
Approved Plot Plan (wlin Approved Structural Construction Document
Set) — 24" x 36", two (2) copies
1
1211311fi
4
Approved Stormwater Impact Analysis (associated with Approved Plot
plan)
1
6/26/18
6
Narrative of Operations
These are transmitted as checked below:
❑ As requested
❑ For approval
❑ For review and comment
Remarks:
Please let me know if you need any other information.
Copy to: File
❑ For your use
❑ For Signatures R FC'�Fj
V �'D
® For Submittal JUN ? 6 �0'8
DEAIR
Sri D QUALiTy
Signed:
Samantha Brothers
f

Raleigh Concrete, LLC
Ready -Mix Concrete Batch Plan
NCG140000 N.O.I.
Narrative of Plant Operation
Waste Sources
The following is a narrative description and identification of each type of process, operation, or production area that
takes place at existing ready -mix concrete batch plant and how those activities might contribute fluid or solid waste.
The plant is in Raleigh, North Carolina at address 1938 South Wilmington Street.
The site consists of a mobile ready -mix batch plant, located towards the rear -center of the property. The mobile
plant is CON-E-CO tO-PRO 327 series and operates as a dry -mix concrete plant. To the south of the plant, in the rear
corner of the property, is a permanent truck wash station and pump house. Fluid and solid wastes are created on
site during typical plant operations. Sources of waste water include vehicle and equipment cleaning, mixing drum
cleaning, and stormwater runoff. Sources of solid waste include excess concrete from trucks returning to the site to
be emptied_
Fluid Waste Management
Mixer trucks enter the site from the driveway access on South Wilmington Street and pull up to the batch plant to
receive automatically weighed materials and water. The trucks then drive to the permanent wash station to be rinsed
before exiting the site. Alternatively, mixer trucks enter the site from the driveway access on South Wilmington
Street and pull to the permanent truck wash station to be rinsed. In both cases, the washing of trucks is producing
waste water. All runoff from this process is collected in the wash station. The wash station contains a series of three
settling tanks. The water is then pumped from the third, and final settling tank, to be recycled for future concrete
mixes on site_
The permanent truck wash station will not discharge any wastewater from the washing of the trucks. This plant is a
relatively small operation, with limited truck washes daily. The only stormwater that is retained by the wash pit is
that which falls in the immediate surrounding area. All other stormwater runoff onsite is directed around the wash
pit. The wash pit is sized to retain necessary wastewater and stormwater that drains to it.
Solid Waste Management
Mixer trucks that arrive on site with any excess or improperly mixed concrete will be emptied and cleaned on site.
All trucks will be emptied and cleaned within the truck wash station to ensure all wastewater is contained in the
wash pit, All excess concrete will be set aside, typically in a mold, to cure and be used as recycled aggregate.
To review, there is no discharge of wastewater from the site. Nor is there any disposal of solid or fluid wastes from
the site. The only wastewater produced onsite is from the washing of mixer trucks. This wastewater enters the wash
station and is processed through a series of settling tanks and later recycled for use on the plant. All stormwater
leaving the site has no contact with the wastewater produced in the operation of the plant, Approved site plan
includes a Stormwater Impact Analysis that further details the impacts the plant has on stormwater and the
surrounding area.

NOTICE OF INTENT
RECEIVED 44
J UN 2 6 2018 FOR AGENCY USG ONLY
Date Received
1)i-*'isi0n of F a ,01,AlJl1Mt Lp,jd 1,and Resources
STcgj�i t�i Rf-ej'FP41tagw' Ccrtirtc ol'C,wcra c
National Pollutant Discharge 1--iiiinination System Chrck ou
l.
�] ! er ut
NCG 40Ass ned to
4006�) Y D �_3
National Pollutant Discharge Elimination System application for coverage under General Permit NCG140000:
STORMWATER AND PROCESS WASTEWATER DISCHARGES associated with activities classified as:
SIC (Standard Industrial Classification) Code: 3273 and like activities
Ready Mixed Concrete
This NOI may bean application to discharge process wastewater, NCG140000 contains effluent limitations
for process wastewater discharges. Wastewater discharges must meet the requirements of these effluent
limitations. An exceedance of any of these limitations will result in a violation of the permit conditions,
For questions, contact the DEMLR Central Office or Regional Office in your area. (Seepage 8)
1)
(Please print or type)
Mailing address of owner/operator (official address to which all hermit correspondence will be
mailed):
Legal Company Name RAELIGHCONCRETELLC
(Please attach the most recent Annual Report to the NC Secretary of State showing the current legal name. Alternatively
this permit can be given to an individual.)
Signee`s Name (as signed for in question 28 below) JOSE JUAN PLASCENCIA
Street Address 1935 South Wilmington St
City RALEIGH
Telephone No, e,s esa o20,
Alternate ContactName BRENDA ROOUE
Alternate Contact Telephone (if different) 9193391
2) Location of facility producing discharge:
Facility Name
Street Address
City
County Facility
Contact
Telephone No.
RALEIGH CONCRETE
State NC ZIP Code 21601
Email BRENCA ROOUE®RALEIGHCONCRETELLC.COM
Email (if different)
1939 5 WILMINGTON ST
RALEIGH State NC ZIP Code 27603
WAKE
BRENIDA RDOUE
919 33>3W-s3 Email BRENDA,R000ECcDRALEIGHC0h
3) Physical location information:
Please provide narrative directions to the facility (use street names, state road numbers, and distance and
direction from a roadway Intersection). EXIT 2986 off of 1-40 tReleigh tlelttma). Left 0 S launder SL, Left un Penmarc Ur, keep straight on waler works St
Left on Favetteville St Left of South wilmintaton and destination if on the right.
(A copy of a county map or tJSGS quad sheet with facility clearly located on the map is a required part of this application.)
4) Latitude 35754932 Longitude-786446-7 (deg., min, sec or decimal)
35a4S1 f$ fr _-76639`,C/
Page 1 of 8
SWU-NCG14-NOI Last revised 9/0 112017

NGG140000 N.O.I.
5) This NPDES Permit Application applies to the following (check all that apply):
I
❑ New or Proposed Facility Date operation is to begin
B Existing Facility Date operation began 09i0112017
Consultant's application information. -
Consultant DAN PABST, PE
Consulting Firm: PABST DESIGN GROUP, PA
Mailing Address: 91 PAVERSTONE DRIVE STE. E
City: RALEIGH
State: NC
Phone: ss( 9 ) Sas.4399
Email: DPABST(PPABSTDESIGN.COM
Zip Code: 27615
(Optional)
Staple Business Card I-Ierc:
7) Provide the 4 digit Standard Industrial Classification Code (SIC Code) that describes the primary
industrial activity at this facility:
SIC Code: 3 2 7 3
8) Provide a brief description of the types of industrial activities and products produced at this facility;
(Attach a site diagram showing the process areas present at this facility.)
READY -MIX CONCRETE
Stormwater Discharge, Wastewater Treatment & Discharge and Permitting Information
9) Discharge points 1 Receiving waters:
What is the name of the body or bodies of water (creek, stream, river, lake, etc.) that the facility stormwat r
and/or wastewater discharges will end up in? +�M I CREEK _ 1il _ �Lj _� � —
To find the waterbody, please see the NC Surface Waterbody Classifications map at
https:l/deq. nc.gov/a bouVdiv i sionslwater-resources/water-resources-science-data
Receiving water classification(s) for the waters: C.Nsw
If the site will discharge to a separate storm sewer system, name the operator of the separate storm sewer
system (e.g. City of Raleigh municipal storm sewer). CITY UPRALEiGN
Page 2 of 8
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NCG140000 N.O.I.
List discharge points (outfalls) that convey discharge from the site (both on -site and off -site) and location
coordinates. Attach additional sheets if necessary, or note that this information is specified on the site plan.
Be sure to indicate a type for each outfall listed below as Stormwater only, Wastewater only or Wastewater
Commingled with Stormwater
Outfall No. Stormwater only Q Wastewater only Wastewater Commingled with Stormwater
Latitude (deg reeslminuteslseconds): 210133322.0341 N II +
Longitude (deg reeslminuteslseconds): 7298825857 W
Outfall No. Stormwater only
Latitude (deg reeslminutes/seconds),
Longitude (degreeslminuteslseconds):
Outfall No. Stormwater only
Latitude (degreeslminuteslseconds):
Longitude (deg reeslminuteslseconds):
Outfall No. Stormwater only
Latitude (deg reeslminuteslseconds):
Longitude (degrees/minutes/seconds):
Outfall No. Stormwater only
Latitude (degreeslminuteslseconds):
Longitude (degreeslminuteslseconds):
Outfall No. Stormwater only
Latitude (degree slminuteslseconds):
Longitude (deg reeslminutes/seconds):
Outfall No. Stormwater only
Latitude (degrees/minutes/seconds):
Longitude (degreeslminuteslseconds):
❑ Wastewater only
ll Wastewater only
❑ Wastewater only
❑ Wastewater only
❑ Wastewater only
❑ Wastewater only
1
W
_ N
W
_ N
W
_ N
W
— N
W
_ N
W
Wastewater Commingled with Stormwater
Wastewater Commingled with Stormwater
Wastewater Commingled with Stormwater
Wastewater Commingled with Stormwater
Wastewater Commingled with Stormwater
Wastewater Commingled with Stormwater
Will this facility discharge wastewater to SA (Shellfish) waters? ❑ Yes MNo
Note: Discharge of process wastewater to receiving waters classified as Critical Area (CA) must be
reviewed by the N.C. Division of Water Resources, Public Water Supply Section ahead of
approval. No new discharges of process wastewater are permitted in receiving waters
classified as WS-1 or freshwater ORW.
You must show all discharge points clearly on the submitted site plan. Be advised that
NCDEQ may require you to apply for an individual permit, based on proposed discharge rates
and receiving stream conditions (low flows, impairments, etc.)
Page 3 of 8
SVW-NCGI4-NOI Last revised W0112017

NCG140000 N.O.I.
10) Each applicant shall provide the following information (attach additional sheets as necessary):
• Two (2) site plans depicting the facility or site with numbered outfalls which indicate stormwater and
wastewater outfalls. The plans shall legibly show. at a minimum, (existing or proposed):
o Outline of drainage areas with topographical lines and features
o Stormwaterlwastewater treatment structures
o Location of numbered stormwaterlwastewater outfalls (corresponding to which drainage areas)
o Runoff conveyance structures
o Areas and acreage where materials are stored
o Impervious area acreages
o Location(s) of streams and/or wetlands the site is draining to, and any applicable buffers
o Site property lines, North Arrow, and bar scale
o If applicable, the 100-year floodplain line
o Acreage of each stormwater and wastewater topographical area
o Each of the facilities' wastewater or stormwater source and discharge structures and each of its
hazardous waste treatment, storage, or disposal facilities
o Site location (insert)
Site plans shall be 24" x 3 6 " in size.
• Line drawing and description: A line drawing of the water flow through the facility. A pictorial description
of the nature and amount of any sources of water and any collection and treatment measures.
• A narrative description and identification of each type of process, operation, or production area which
contributes wastewater to the effluent for each outfall, and a description of the treatment the wastewater
receives (or will receive), including the ultimate disposal of any solid or fluid wastes other than by
discharge. Processes, operations, or production areas may be described in general terms (e.g, "ash
silo"),
11) Does the applicant have any unresolved Notice of Violations (NOVs)?
19 No ❑ Yes
Wastewater:
12) What types of wastewater does your facility generate or discharge?
Type Hof Authorized Wastewater.
Generate
Discharge -
Sent to WW
Treatment ,
S� stem
Vehicle and equipment cleaning VE
0
❑
❑
Wetting of raw material stockpiles RM
❑
❑
❑
Mixing drum cleaning MD
L7
❑
❑
Further explanation, If necessary. WATER GENERATED BY VE.HICLESILQUIPMENT CLEANING IS CHEMICAL FREE AND IS THEN RECYCLED FOR
USE OF THE MANUFACIURINGOF READY MIX CONCRETE
13) Will your facility spray -down or actively wet aggregate piles?
8 No ❑ Yes
14) Does the facility use any of the following on site?
❑ Phosphorus -containing Detergents
❑ Brighteners ❑ Other Cleaning Agents
❑ Non -Phosphorus -containing Detergents
❑ Other:
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NCG140000 N.O.I.
15) Are wastewater treatment facilities planned in the t 00-year flood plain?
E1 No 0 Yes
16) Will your facility build a closed -loop recycle system (CLRSs) that meets design requirements in 15A
NCAC 02T .1000 and hold your facilities' working volume'?
❑ Yes ❑� No
If Yes, STOP COMPLETION of this permit. Contact DWR Non -Discharge Permitting Program for permitting
requirements.
17) A wastewater treatment alternatives review is required by 15A NCAC 2H.0105 (c)(2) for any new or
expanding water pollution control facility's discharge in Noith Carolina. You may attach additional sheets.
a) What wastewaters were considered for this alternatives review? ❑ VE ❑ RM ❑ MD
b) Connection to a Municipal or Regional Sewer Collection System:
i) Are there existing sewer lines within a one -mile radius? ..................... ...... ❑ Yes O No
(1) If Yes, will the wastewater treatment plant (VVV4rTP) accept the wastewater? .... ❑ Yes ❑ No
(a) if No, please attach a letter documenting that the WWTP will not accept the wastewater.
(b) If Yes, is it feasible to connect to the WVVTP? Why or why riot?'
c) Surface or Subsurface Disposal System (e.g., spray irrigation):
i) Is a surface or subsurface. disposal technologically feasible (possible)? ... ................. ❑ Yes ❑ No
Wiry or Why not?
ii) 1s a surface or subsurface disposal system feasible to implernerrY?'...........................0 Yes ❑ No
Why or Wily not?
iii) What is the feasibility of employing a subsurface or surface discharge as compared to a direct
discharge to surface waters?'
d) Direct Discharge to Surface Waters: Is discharge to surface waters the most environmentally sound
alternative of all reasonably cost-effective options of the wastewaters being considered?'... ❑ Yes ❑ No
i) If No. contact DEMLR's Land Application Unit to determine permitting requirements,
e) If this review included all wastewater discharge types, would excluding some types (e.g. raw
stockpile wetting) make any of the above non -discharge options feasible? ..............❑ Yes © No
' You may be asked to provide further information to support your answers to these questions after the initial review.
Feasibility should take into account initial and recurring costs.
Page 5 of 8
SWU-NCG44-NOI Last revised 8/01/2017

NCG140000 N.O.I.
Stormwater:
18) Does this facility employ any best management practices for Stormwater control? EJ No ❑ Yes
If yes, please briefly describe:
19) Does this facility have a Stormwater Pollution Prevention Plan? p No ❑ Yes
If yes, when was it implemented?
20) Are vehicle maintenance activities (VMA) occurring or planned at this facility? p No ❑Yes
If yes, does your VMA area discharge into your wastewater treatment device? ❑ No ❑ Yes
Other/Permitting-
21) Does this facility have a Division of Land Resources Erosion & Sedimentation Control (E&SC) Permit?
El No ❑ Yes
If yes, list the permit numbers for all current E&SC permits for this facility:
22) Is your facility subject to Phase II Post -Construction Area? p No ❑ Yes
If yes, who is the permitting authority?
23) Is your facility located in one of the 20 Coastal Counties? ❑ Yes ❑r No
Is your facility adding more than 10,000 ftz of built -upon area or CAMA Major Permit? ❑ Yes E]No
24) Is your facility discharging wastewater (treated or untreated) such as water from wetting of aggregate piles, drum
rinse -out, or vehicle and equipment cleaning to a stormwater BMP? I] No ❑ Yes
If yes, please attach your approval from the permitting authority to do so.
25) Does this facility have any other NPDES permits? O No ❑ Yes
If yes, list the permit numbers for all current NPDES permits for this facility:
26) Does this facility have any Non -Discharge permits (ex: recycle permits)? El No ❑ Yes
If yes, list the permit numbers for all current Non -Discharge permits for this facility: _
27) Hazardous Waste:
a) Is this facility a Hazardous Waste Treatment, Storage, or Disposal Facility?
0 No ❑ Yes
b) Is this facility a Small Quantity Generator (less than 1000 kg. of hazardous waste generated per month) of
hazardous waste?
El NoOYes
c) Is this facility a Large Quantity Generator (1000 kg. or more of hazardous waste generated per month) of
hazardous waste?
Q No ❑ Yes
d) Type(s) of waste:
How is material stored: NIA
Where is material stored: NIA
Page 6 of 8
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NCG140000 N.O.I.
How many disposal shipments per year.
Name of transport 1 disposal vendor:
Vendor address: NIA
Final Checklist
This application will be returned as incomplete unless all of the following items have been included:
d Check for $100 made payable to NCDEQ.
d This completed application and all supporting documentation. See Question 10.
ti ❑ If an Erosion & Sedimentation Control (E&SC) Plan is required from Division of Land Resources (DLR) or
local designee: documentation verifying applicant has developed and submitted that Plan to the governing
agency (required per 15A NCAC 02H .0138).
ter 10 Two (2) site plans depicting the site plan with numbered outfails which indicate stormwater and wastewater
I - outfalls. See Question 10.
d A county map or USGS quad sheet with location of facility clearly marked.
28) Signatory Requirements (per 40 CFR 122.22)
All applications, reports, or information submitted to the Director shall be signed and certified.
a. All notices of intent to be covered under this General Permit shall be signed as follows:
(1) For a corporation: by a responsible corporate officer. For the purpose of this permit, a responsible corporate officer means: (a) a
president. secretary, treasurer or vice president of the corporation in charge of a principal business function, or any other person who
performs similar policy or decision making.functions for the corporation, or (b) the manager of one or more manufacturing production or
operating facilities employing more than 250 persons or having gross annual ;ales or expenditures exceeding 25 million (in second quarter
1980 dollars), if authority to sign documents has been assigned or deiegated to the manager in accordance with corporate procedures.
(2) For a partnership or sole proprietorship: by a general partner or the proprietor, respectively; or
(3) For a municipality, state, federal, or other public agency: by either a principal executive officer or ranking elected
official.
Certification: North Carolina General Statute 143-215.6 B(i) provides that:
Any person who knowingly makes any false statement, representation, or certification in any application, record, report, plan, or other
document filed or required to be maintained under this Article or a rule implementing this Article; or who knowingly makes a false statement of
a material fact in a rulemaking proceeding or contested case under this Article; or who falsifies, tampers with, or knowingly renders inaccurate
any recording or monitoring device or method required to be operated or maintained under this Article or rules of the jEnvirenmental
Management] Commission implementing this Article shall be guilty of a Class 2 misdemeanor which may include a fine not to exceed ten
thousand dollars ($10,000).
I hereby request coverage under the referenced General Permit. I understand that coverage under this permit will
constitute the permit requirements for the discharge(s) and is enforceable in the same manner as an individual
permit.
l certify that I am familiar with the information contained in this application and that to the best of my knowledge
and belief such information is true, complete, and accur i� 'dam
Printed Name of Person Signing.('S CsfLp 1 A��
Title: _�_&-.)N Lnr
(Si nature of Applicant) (Date Signed)
Page 7 of 8
SWU-NCG14-NOI Last revised 8f01l2017

NCG140000 N.O.I.
Notice of Intent must be accompanied by a check or money order for $100.00 made payable to' NCDEQ
Mail the entire package to:
DEMLR - Stormwater Program
Dept. of Environmental Quality
1612 Mail Service Center
Raleigh, North Carolina 27699-1612
Note
The submission of this document does not guarantee the issuance of an NPDES permit.
For questions, please contact the DEMLR Regional Office for your area.
DEMLR Regional Office Contact information:
Asheville Office ....
Fayetteville Office .
Mooresville Office .
Raleigh Office ......
Washington Office
Wilmington Office .
Winston-Salem .-.-
Central Office .......
[phone]
[phone]
[phone]
[phone]
... [phone]
[phone]
[phone]
.. [phone]
Page 8 of 8
SWU-NCG14-Nql Last revised 8/01/2017

Raleigh Concrete, LLC
Ready -Mix Concrete Batch Plan
NCG140000 N.Q.I.
Narrative of Plant Operation
Waste Sources
The following is a narrative description and identification of each type of process, operation, or production area that
takes place at existing ready -mix concrete batch plant and how those activities might contribute fluid or solid waste.
The plant is in Raleigh, North Carolina at address 1938 South Wilmington Street.
The site consists of a mobile ready -mix batch plant, located towards the rear -center of the property. The mobile
plant is CON-E-CO LO-PRO 327 series and operates as a dry -mix, concrete plant. To the south of the plant, in the rear
corner of the property, is a permanent truck wash station and pump house. Fluid and solid wastes are created on
site during typical plant operations. Sources of waste water include vehicle and equipment cleaning, mixing drum
cleaning, and stormwater runoff. Sources of solid waste include excess concrete from trucks returning to the site to
be emptied.
Fluid Waste Management
Mixer trucks enter the site from the driveway access on South Wilmington Street and pull up to the batch plant to
receive automatically weighed materials and water. The trucks then drive to the permanent wash station to be rinsed
before exiting the site Alternatively, mixer trucks enter the site from the driveway access on South Wilmington
Street and pull to the permanent truck wash station to be rinsed. In both cases, the washing of trucks is producing
waste water. All runoff frorn this process is.collected in the wash station. The wash station contains a series of three
settling tanks. The water is then humped from the third, and final settling tank, to be recycled for future concrete
mixes on site.
l he permanent truck wash station will not discharge any wastewater frorn the washing of the trucks. This plant is a
relatively small operation, with limited truck washes daily. The only stormwater that is retained by the wash pit is
that which falls in the immediate surrounding area. All other stormwater runoff onsite is directed around the wash
pit. The wash pit is sized to retain necessary wastewater and stormwater that drains to it,
Solid Waste Management
Mixer trucks that arrive on site with any excess or improperly mixed concrete will be emptied and cleaned on site.
All trucks will be emptied and cleaned within the truck wash station to ensure all wastewater is contained in the
wash pit. All excess concrete will be set aside, typically in a mold, to cure and be used as recycled aggregate.
To review, there is no discharge of wastewater from the site. Nor is there any disposal of solid or fluid wastes from
the site. The only wastewater produced onsite is from the washing of mixer trucks. This wastewater enters the wash
station and is processed through a series of settling tanks and later recycled for use on the plant. All stormwater
leaving the site has no contact with the wastewater produced iii the operation of the plant. Approved site plan
includes a Stormwater Impact Analysis that further details the impacts the plant has on stormwater and the
surrounding area.

•
Stormwater Impact Analysis
For
1938 S. -Wilmington St
City of Raleigh, North Carolina
Submitted to:
City of Raleigh
Public Works Department
Stormwater Utility
22 West Hargett Street
Raleigh, North Carolina 27601
Prepared for:
O Raleigh Concrete, LLC
512 Nowell Road
Raleigh, North Carolina 27607
•
ftc
sT �FN NAB ?� Q
oR�`�•��,�,oQU 1B
RpER41i
G
Prepared by:
PABST DESIGN GROUP, PA
Date: December 13, 2016
PDG Project No: 238-13
91.1 Paverstone Drive, Suite E - Raleigh, NC 27615 — Phone [phone] Fax [phone]

•
Pabst Design Group, PA Stormwater Impact Analyses
911 Paverstone Drive, Ste. E 1938 S WOroington St
Raleigh, NC 27615 Raleigh, North Carolina
PDG: 339-16
Table of Contents
I.
Introduction
ii
II.
Site Location and Description
ii
III.
Proposed Improvements
ii
IV.
Stormwater Requirements
ii
V.
Calculation Methodology
iv
VI.
Conclusion
v
VII.
Pre/Post - Development Hydrographs
Section 1
VIII.
TR55 Tc and CN Calculations/Tables
Section 2
IX.
NOAA Precipitation Frequency & intensity Charts)
Section 3
X.
Erosion Control Calculations
Section 4
Xi.
Erosion Control Drainage Area Map
Section 5
XII.
Wake County Soil Survey Map
Section 6
XIII.
USGS Map
Section 7
XIV.
Drainage Area Maps
Section 8
XV.
Nitrogen Loading Calculations
Section 9
XVI.
Nitrogen Loading Maps
Section 10
XVII.
Recorded Plats
Section 11
I Raleigh Concrete, LLC
512 Nowell Raod
Raleigh, NC 27607

Pabst Design Group, PA
911 Paverstone Drive, Ste. E
Raleigh, NC 27615
I. Introduction
Stormwater Impact Analyses
1938 5 Wilmington St
Raleigh, North Carolina
POG: 339-16
•
Pabst Design Group, PA of Raleigh, NC has been contracted by Raleigh Reclamation, LLC (the
Client) to provide this analysis, along with supporting calculations, to the City of Raleigh (the
COR) for their review. Information contained herewith will assist the COR with their evaluation
of site development for the subject property as it relates to specific COR and State regulations.
IL Site Background
The project site is located in Raleigh, North Carolina on the west side of South Wilmington
Street and consists of one parcel, Wake County Pin 1702-69-1938 (previous two -parcels,
1702-69-1912 and 1703-60-1181). The property, totaling three and eighty-one hundredths
(3.81) acres, is within the Walnut Creek watershed in the Upper Neuse River basin.
The site is currently zoned Heavy Industrial (IH) and is operating under the use category of
Waste Related Service with impervious coverage of one hundred twelve thousand five
hundred twelve (112,512) square feet. While, there is no record of permit for the limits of
gravel on site, the City of Raleigh has accepted the existing gravel/impervious area under the
previously permitted vehicles sales lot impervious area (Transaction Number T-104660).
Therefore, for the purpose of this report, the pre -development conditions will reflect the most
recently permitted site conditions of the commercial vehicles sales lot.
For further differentiation of current site conditions and pre -development site conditions,
please refer to the copy of the recorded plat of the waste related service (13M 2016-1695) and
recorded plat of the vehicle sales lot (BM 1006-1529), included in this report,
III. Pre -Development Site Conditions
The pre -development site conditions consist of a paved asphalt parking lot, commercial
building, accessory buildings, landscaped areas and utility services. As indicated by historic
topography, the pre -development site generally drains in the south east direction to existing
ditch running parallel to the front of the property within the Wilmington Street right-of-way.
Existing impervious coverage is one hundred thirty-nine thousand ninety-two (139,092)
square feet with a percent impervious surface of eighty-three and forty-six hundredths
(83.46). Please refer to the Pre -Development Nitrogen Loading Map and the Pre -Development
Drainage Area Map included in this report for information on pre -development site conditions.
IV. Post -Development Site Conditions
The purpose of this project is to construct a four thousand seven hundred fifty-eight (4,758)
square -foot permanent truck wash out area, three water reclamation tanks, and a pump
house. Infrastructure improvements will include, but are not limited to, the construction of a
private water service to the truck wash area and the approximate location of the mobile
concrete batch plant, which will be assembled on site in the future. The project will disturb
approximately forty-five hundredths (C1.45) acres. As indicated by topographic survey, the
subject site will generally drain in the south east direction to existing catch basins running
II Raleigh Concrete, LLC
512 Nowell Raod
Raleigh, NC 27607

Pabst Design Group, PA Stormwater Impact Analyses
911 Paverstone Drive, Ste. E 1938 S Wilmington St
Raleigh, NC 27615 Raleigh, North Carolina
PDG: 339-16
parallel to the front of the property within the Wilmington Street right-of-way. Post -
development impervious coverage will be one hundred twelve thousand five hundred twelve
(112,512) square feet with a percent impervious surface of sixty seven and seventy-nine
hundredths (67.79).
Please refer to the Post -Development Drainage Area Map included in this report and the
submitted Plot Plan set for more information on the post -development site conditions.
V. Stormwater Requirements
Water Quality
The proposed development is located the Upper Neuse River Basin and is subject to the City
of Raleigh's stormwater regulation. However, the post -development impervious surface, 2.58
acres, is less than the pre -development impervious surface, 3.20 acres. As such, no water
quality treatment will be required. Please refer to the Pre- and Post- Nitrogen Loading Maps
for tabulation of impervious areas.
Water Quantity
Per the City of Raleigh's water quantity requirements, Stormwater attenuation is required
onsite in order for the 2-, 10-, and 25-year, 24-hour storm event peak flows to equal to or
less than pre -development conditions (or within 10% of pre -development levels). However,
® after providing analyses, it has been determined that the flow rate for the post -development
condition is less than the pre -developed flow rate for the site. Please refer to the Hydroflow
analysis provided within this report.
VI. Calculation Methodology
Runoff Rates for pre -development and post -development were calculated using the SCS
method. Each drainage area has a time of concentration and runoff curve number calculated
for it. Hydraflow Hydrographs 2007 was utilized for this analysis to overlay hydrographs for
cumulative peak flow analysis, as well as routing flows through the underground detention
system.
The time of concentrations have been calculated using the SCS Segmental Approach (TR-55).
Drainage areas that were less than 5 minutes time of concentration were given an assumed
value of 5 minutes, according to SCS methodology. The segments corresponding to the
calculations for times of concentrations for pre -development and post -development drainage
area maps are included with this report.
Curve number values have been based upon Table 2.2a of the TR-55 Manual. Average
velocities for estimating travel time have been based upon Table 2.1 of the TR-55 Manual.
Values for roughness coefficients were taken from Table 3.1 of the TR-55 Manual. Runoff
Coefficient values for drainage areas have been based upon Table 2.2 of the City of Raleigh
Stormwater Design Manual.
lil Raleigh Concrete, LLC
512 Nowell Raod
Raleigh, NC 27607

Pabst Design Group, PA
9.11 Paverstone Drive, Ste. E
Raleigh, NC 27615
Stormwater Impact Analyses
1938 5 Wilmington St
Raleigh, North Carolina
PDG: 339-16
Existing soil conditions have been classified as Ma — Made land for the majority of the site.
The soil group was conservatively assumed to be Group D based upon the description of soil
type provided in the Wake County Soil Survey.
Topographic, location, and boundary survey information was provided by PTS Land Surveying
for the current condition of the site. The City of Raleigh provided historic topography from
2004 for pre -development analysis.
VII. Conclusion
PDG's analysis consisted of evaluating pre- and post- development conditions of the subject
site. There was a reduction of total nitrogen loads from pre -development conditions to post -
development conditions due to the reduction of impervious surfaces. Additionally, this
reduction of impervious surfaces causes the post -development peak flow rates for all three
design storms to be reduced from pre -development conditions. The pre- vs post -
development peals flow comparison summary is provided in Table 1. Based upon the analysis
provided within this report, it was determined that neither a treatment device, nor a detention
system is required for this project.
Table 1 Peak Flow Comparison Chart
Q(2)
Q(10)
Q(25)
Condition
(CFS)
(CFS)
(CFS)
Pre -Development
Peak Flows
26.58
39.99
47.$4
Post -Development
Peak Flows
17.58
27.47
33.21
% Change
-33.86%
-31.31%
-30.58%
Table 2 Impervious Area Comparison Chart
Building
Asphalt
Gravel
Concrete
Total Site
Condition
Area
Pavement
Pavement
Pavement
Impervious
(ACRES)
(ACRES)
(ACRES)
(ACRES)
(ACRES)
Pre -Development
0.64
2.03
0.52
C!
3.19
Post -Development
0.01
0.24
2.19
0.14
2.58
0
Iv Raleigh Concrete, LLC •
512 Nowell Raod
Raleigh, NC 27607

Pabst Design Group, PA
912 Paverstone Drive, Ste. E
Raleigh, NC 27615
•
•
11
VIII. Pre / Post - Development Hydrograph
Stormwater Impact Analyses
1938 S Wilmington St
Raleigh, North Carolina
PDG: 339-16
Raleigh Concrete, LLC
512 Nowell Raod
Raleigh, NC 27607

1
Hydrograph Return Period Rep
y ra ow Hydrographs Extension for AutoCADV Civil 3130 2014 by Autodesk, Inc. v10.3
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 1 10-yr 25-yr 50-yr 1 100-yr
I 1 I SCS Runoff --
2 SCS Runoff
21.47
26.58
--
---
39.99
47.84
--
til}.28
Pre-Dev drainage Area
13.97
17.68
-----
---
27.47
33.21
42.29
Post-Dev Drainage Area
'THIS DATA INDICATES THERE IS A REDUCTION IN THE PEAK FLOW FOR
EACH DESIGN STORM DUE TO THE REDUCTION OF IMPERVIOUS SURFACES.
Proj, file: SIA_12-13-16—SAB.gpw
Wednesday, 121 14 / 2016

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. 00.3
Hyd.
No.
Hydrograph
type,
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
26.58
2
716
57,810
—
------
-
Pre-Dev Drainage Area
2
SCS Runoff
17.68
2
716
37,169
—
— —
—
Post-Dev Drainage Area
SEA 12-13-16_SAB.gpw
Return Period: 2 Year
Wednesday, 12 / 1412016

Pabst Design Group, PA
911 Paverstone Drive. Ste. E
Raleigh, NC 27615
0
E
IX. TR55 Tc & CN Calculations
Vi
Stormwater Impact Analyses
1938 S Wilmington St
Raleigh, North Carolina
PDG:339-16
Raleigh Concrete, UC
512 Nowell Raod
Raleigh, NC 27607

0
�1 I
Time of Concentration Calculatior
SCS Segmental Method
Project: 1938 S. Wilmington St.
Purpose: Determine tc for PRE -development DA-1
Prepared by SAB Date: 13-Dec-16
Checked by: PDP Date: 13-Dec-16
Sheet Flow Segment ID AB
1. Surface description (TR-55, Table 3-1) asphalt, Smoot
2. Manning's roughness coeff., n (TR-55, Table 3-1) 0.011
3. Flow length, L (Total < 100 ft) " ft 214
4. Two-year 24-hour rainfall, P (NOAA data) T, = 0.007 (nL )" in 3.49
5. Land slope, S p os S° 4 ft/ 0.045
z
fi. Travel time, t h1 0.03
Sheet Flow Segment ID BC
1, Surface description (TR-55, Table 3-1) asphalt, smoot
2. Manning's roughness coeff., in (TR-55, Table 3-1) 0.011
3. Flow length, L (Total < 100 ft) ' ft 44
4, Two-year 24-hour rainfall, P (NOAA data) T, = 0.0 0 7 (n L) P 8 in 3.49
5. Land slope, S p 0.3 S 0 4 ft/ 0.068
6. Travei time, t hr 0.01
Sheet Flow Segment ID CD
1. Surface description (TR-55, Table 3-1) asphalt, smoot
2. Manning's roughness coeff., n (TR-55, Table 3-1) 0.011
3. Flow length, L (Total < 100 ft) ' ft 29
4. Two-year 24-hour rainfall, P (NOAA data) T, = 0,007 (n 1. }° B in 3.49
5. Land slope, S p ° 5 5° 4 ft/ 0.100
6. Travel time, t hr 0.00
Sheet Flow Segment ID DE
1. Surface description (TR-55, Table 3-1) asphalt. Smoot
2. Manning's roughness coeff., n (TR-55, Table 3-1) 0.011
3. Flow length, L (Total < 100 ft) ' 0 92
4. Two-year 24-hour rainfall, P (NOAA data) T, = 0,00 7 (itL }"'a in 3.49
5. Land slope, S pz 0 .s 5 0.4 fUJ 0.020
6. Travel time, t hr 0.02
Sheet Flow Segment ID EF
1. Surface description (TR-55. Table 3-1) asphalt, smoot
2. Manning's roughness coeff., n (TR-55, Table 3-1) 0.011
3. Flow length, L (Total < 100 ft) ' ft 151
4. Two-year 24-hour rainfall, P (NOAA data) T = 0.00 7 (nL }" R in 3.49
5. Land slope, S P20.5 S 0.4 ft/ 0.020
fi. Travel time, 1 hr 0.03
TIME OF CONCENTRATION, Tc hi 0.08
min 4.8

Runoff Curve Number (CN) Calculation
Project:
Condition:
Purpose:
Prepared by
Checked by:
Total Site Area:
Total Drainage Area
Drainage Area
SCS Segmental Method
1938 S. Wilmington St.
Pre -development
Determine CN Values for Drainage Areas
SAB Date. 13-Dec-16
PDP Date: 13-Dec-16
3.81 Acres
6.16 Acres
DA-1
Soil Group
Cover Type
CN Value
Area (ac)
CN*A (ac)
Open, poor
Sub Area 1
D
89
2.01
178.89
condition
Impervious,paved
Sub Area 2
D
98
3.63
355.74
Impervious,91
Sub Area 3
D
0.52
47.32
gravel
* Open Space, Fair - was recently graded and seeded during constrction of Bartram Place
Composite CN W Total (CN*A)1 Total A Totals 5.64
Composite CN 1 94.8 (for prev-development flow from DA-1)
534.63
11
EJ

Time of Concentration Calculation
® SCS Segmental Method
Project: 1938 S. Wilmington St.
Purpose: Determine tc for POST -development DA-1
Prepared by SAB Date: 13-Dec-16
Checked by: PDP Date: 13-Dec-16
Sheet Flow Segment ID
1. Surface description (TR-55, Table 3-1)
2. Manning's roughness coeff., n (TR-55, Table 3-1)
3. Flow length, L (Total < 100 ft) ` ft
4, Two-year 24-hour rainfall, P (NOAA data) T = 0.0 07 (n L )° B in
5. Land slope, S P °.55 °.4 ftlft
a
6. Travel time, T t hr
Sheet Flow Segment ID
1. Surface description (TR-55, Table 3-1)
2. Manning's roughness coeff., n (TR-55, Table 3-1)
3. Flow length, L (Total < 100 ft) ` ft
4. Two-year 24-hour rainfall, P (NOAA data) T, = 0.0 07 (nL )° S in
5. Land slope, S P ° S S 0.4 ft/ft
Z
6. Travel time, T t hr
Sheet Flow Segment ID
1. Surface description (TR-55, Table 3-1)
2, Manning's roughness coeff., n (TR-55, Table 3-1)
3. Flow length, L (Total < 100 ft) ` ft
4. Two-year 24-hour rainfall, P (NOAA data) T = 0.0 0 7 (n L )0" in
5. Land slope, S P ° s S 0A Tuft
z
6. Travel time, T t hr
TIME OF CONCENTRATION, Tc
for DA-1, Pre -development
0
AB
grass, short
0.150
83
3.49
0.120
0.07
BC
gravel, smooth
0.011
78
3.49
0,120
0,01
CD
concrete, smooth
0.011
42
3,49
0.050
0,01
hri 0.072
min 4.3

Runoff Curve Number (CN) Calculation
SCS Segmental Method �
Project:
1938 S. Wilmington St.
Condition:
Pre -development
Purpose:
Determine CN Values for Drainage Areas
Prepared by
SAB Date: 13-Dec-16
Checked by:
PDP Date: 13-Dec-16
Total Site Area:
3.81 Acres
Total Drainage Area:
4.43 Acres
Drainage Area:
DA-1
Soil Group
Cover Type
CN Value
Area (ac)
CN*A (ac)
Open' poor
Sub Area 1
D
condition
89
1.96
174.44
Impervious,98
Sub Area 2
D
0.38
37.24
paved
Impervious,
Sub Area 3
D
gravel
91
2.09
190.19
* Open Space, Pair - was recently graded and seeded during constrction of Bartram Place
Composite CN = Total (CN*A) / Total A Totals 2.34 211.68
Composite CN 90.5 (for prev-development flow from DA-1)
L
0

El
Chapter 2 Estimating Runoff -, Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2a Runoff curve numbers for urban areas 11
Curve numbers for
Cover description hydrologic soil group
Average percent
Cover type and hydrologic condition impervious area y A B C D
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries, etc.) T:
Poor condition (grass cover ¢ 50%)..........................................
68
79
86
Op
Fair condition (grass cover 50% to 75%)..................................
49
69
79
84
Good condition (grass cover > 75%).........................................
39
61
74
8o
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way) .............................................................
98
98
98
98
Streets and roads:
Paved; curbs and storm sewers (excluding
right-of-way)................................................................................
98
98
98
98
Paved; open ditches (including right-of-way) ..........................
83
89
92
93
Gravel (including right-of-way) .................................................
76
85
89
91
Dirt (including right -of -way) ......................................................
72
82
87
89
Westem desert, urban areas:
Natural desert landscaping (pervious areas only) 9/.....................
63
77
85
88
Artificial desert landscaping (impervious weed barrier,
desert shrub with I- to 2-inch sand or gravel mulch
and basin borders)......................................................................
96
96
96
96
Urban districts:
Commercial and business................................................................. 85
89.
92
94
95
lnd►.strial........................................................... .:...................... .......... 72
8L
88
91
93
Residential districts by average lot size:
1/8 acre or less (town houses) ................. .:...... .......................... —.... 65
77
85
90
92
1/4 acre................................................................................................. 38
61
75
83
87
1/3 acre.................................................................:.............................. 30
57
72
81
86
1/2 acre................................................................................................ 25
54
70
80
85
1 acre................................................................................................... 20
51
68
79
84
2 acres.................................................................................................. 12
46
65
77
82 .
Developing Urban areas
Newly graded areas
(pervious areas only, no vegetation) Y...............................................................
77
86
91
94
Idle lands (CN's are determined ufrng cover types
similar to those in table 2-2c).
Average runoff condition, and Io = 0.2S.
z '[lie average percent impervious area shown was used to develop the composite CN's. Other assumptions
are as follows:
irnpervio«s areas are
directly connected to the drainage system, impervious areas have a GN of 98, and pervious
areas are considered equivalent to open spare in
good hydrologic condition. CN's for other cumbinat.ions of conditions may be computed using figure 2-3 or 2-4:
CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations
of open space
cover type,
4 Composite CN's for natural desert landscaping should be computed using figures 23 or 24 based on the impervious area percentage
(CN = 98) and the pervious area CN. The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition.
5 Composite CN's to use for the design of temporary measures during grading and construction should be. computed using figure 2-3 or 2-1
ebased on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas,
(210-VI-TR-55, Second FA, dune 1986) 2-5

Chapter 3 Time of Concentration and Travel Time Technical Release 55
Urban Hydrology for Small Watersheds
Figure 3-1 Average velocities for estimating travel time for shallow concentrated flow
'.id
.20
.10
.02
.01
005
1
.�
I
,....F....... ....».w.,
i i
.......... 4 --' r $
:
�
� I � �
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7
l
1 � tti
'
�.,,.....5-....,a..._
j
�
.artx3tiww+.wsuwrMY+w�..i'r. +#I .�..k.�-=.�;
�
axvwnarw.r.s'aww'
� �.�»a•.+:y.��.+E,>;i
'.�`-" j j•^ "ti"r`.Yk'^'i"'-y..s—.{—f�, I
7 ; rw�.;..�•'� ��n� $. � 1 I J
ax .•.�
�...Lr
,^��} J..1�:
xaw:j. F y�3- I:,a�'�,.dl!,.
i
{ uww.::,.d�...._�•.�.....}......,y..»
•...+?,.w.:_i#.. _...i/.
� 4
� � F I • -.�« � , ��
p'
1 �
... � ........ i.... .
1
Y+er-W��. }nrs.�e.v
a
ej
e
-
t
.--�..
t
,I
�
nxax..wear�.nca.«wa-+w.'v-wrwArkw,E .i rk �:., I +.w..i.
K
rr.x✓.Fk
W
a
--.-._t...........i..�....,.+� �....
E T I � j 1 I I
.emu �.w • ww,.�xxx.: aw• '
3 I ii9 197j7j7i
f � lTi �� - f 1
a - y�{{{���,.�»�w.•L..
� F 1
1 1 I i 1 '
I
1 E i
111 I
{ kit
ed,..y
2 4 6 10 20
Average velocity (fttsec)
E
•
3-2 (210-VI-TR-66, Second Fad., ,Tune IW)

E
2
CJ
Chapter 3
Sheet flow
Time of Concentration and Travel Time Technical Release 55
Urban Hydrology for Small Watersheds
Sheet -flow is flow over plane surfaces. It usually
occurs in the headwater of streams. With sheet flow,
the friction value (Manning's n) is an effective rough-
ness coefficient that includes the effect of raindrop
impact; drag over the plane surface; obstacles such as
litter, crop ridges, and rocks; and erosion and trans-
portation of sediment. These n values are for very
shallow flow depths of about 0.1 foot or so. Table 3-1
gives Manning's n values for sheet flow for various
surface conditions.
Tattle 3-1 Roughness coefficients (Manning's n) for
sheet now
Surface description 11,V
Smooth surfaces (concrete, asphalt,
gravel, or bare soil) ..........................................
CED
Fallow (no residue) ..................................................
0.05
Cultivated soils:
Residue cover <20%.........................................
0.06
Residue cover >20%.........................................
0.17
Grass:
Short grass prairie ............................................
0.15
Dense grasses y................................................
0.24
Bermudagrass..................................................
0.41
Range (natural).........................................................
0.13
Woods&
Ughtunderbrush ..............................................
0.40
Dense underbrush ............................................
0.80 .
The n values are a composite of inforn►ation compiled by f ngwAn
(1s86).
Includes species such as weeping lovegrass, bluegrass, buffalo
grass, blue gram grans, and native grs-ss mixtures.
When selecting n, consider cover to a height of about 0.1 ft This
is the only prut of the plant cover that will obstruct sheet flow-
For sheet flow of less than 300 feet, use Manning's
kinematic solution (Overtop and Meadows 1976) to
compute TC.
Ttr
_ 0.007{nL}0.8
1Pjs
OA
where:
T, = travel time (lu•),
n = Manning's roughness coefficient (table 3-1)
L = flow length (ft)
Pz = 2-year; 24-hour rainfall (in)
s = slope of hydraulic grade line
(land slope, ft/ft)
This simplified form of the Maluung's kinematic solu-
tion is based on the following: (1) shallow steady
uniform flow, (2) constant intensity of rainfall excess
(that part of a rain available for runoff), (3) rainfall
duration of 24 hours, and (4) minor effect of infiltra-
tion on travel time. Rainfall depth can be obtained
from appendix B.
Shallow concentrated flow
After a maximum of 300 feet, sheet flow usually be-
comes shallow concentrated flow. The average veloc-
ity for this flow can be determined from figure 3-1, in
which average velocity is a function of watercourse
slope and type of channel. For slopes less than 0.005
ft/ft, use equations given in appendix F for figure 3-1.
Tillage can affect the direction of shallow concen-
trated flow. Flow may not always be directly down the
watershed slope if tillage runs across the slope.
After detennining average velocity in figure 3-1, use
equation 3-1 to estimate travel time for the shallow
concentrated flow segment.
Open channels
Open channels are assumed to begin where surveyed
cross section information has been obtained, where
channels are visible on aerial photographs, or where
blue lines (indicating streams) appear on United States
Geological Survey (USGS) quadrangle sheets.
Manning's equation or water surface profile informa-
tion can be used to estimate average flow velocity.
Average flow velocity is usually determined for bank -
full elevation.
(214-VI-TR-55, Second Ed., June 1086)
3-3

10
SOLI, MRI r,Y
U— 5 to 72 hwh(s 'f-, mmUed gmn FellnlviWWwmvu, nrid red
clay; niur+live; firm] whon moist; atrnnMy noid.
Tile A itnrMmw angr. from B to 20 inches In combineffthicic-
=6 And Amn dude brLmn or (lurk gruyish brown to Light;
yellon'islt 6nn.v-t rr light, grn!l ill color. The Bt htlrivus rnugo
frnn: 21 to l�A} N(Ifi t in i:on:hintd Uilc:ktlesa. 'I'hOr texture ir3
mostly Faudy lotto, or ,nudy clay Lonny that is .IS W 35 percent
clay. In laia(Nml tdleut hoflzouv (.()ttal1l jV.,Vk(1414 a11(l lenses of
sand. The color of the Bt horiz,)Lly roligl^s frr,n: yollmviph
!)mwn to I1(rle yellow or llOU arclttiAsh gray in JOYR. or n1we
.VeIIOVvi:+11 hIle4, 11L rinees feic• to t`tllalnlOrl gray moltley Lira
within 10 inelie�i of the tor) of the ullnerniost Bt horizon. 711w
133g lunizou i.; rilln hromi W light; ltrownl h gray nr hrowni4h
yclloNv .lull gcqnorally clUnN% (iiKowt, grrlgi';h mdlhm `The
,•olllbined ihi(•Ic*:,•:(.s of tha A horl7.ms nna B hrlrtznn:= is moon
titan 10 L-lOW% T)ellth to hMrnch 13 more than 20 feet.
T,y n(lh1 ntrg ;+nl':w oe:(,tir with ClolclAoro no }thins sours, and
their texture is ,graULlr ro t;h,� texture of those soils. They cn'o
I(>.ss xell drainer! Ulm! the Goldm!loro mill+, however, anti are
I
etter dvd!wd than die. ltnins,
fgnchburtr sandy loam (0 to porcent, � ;wes)
This is tho only T:ynehhur� Soil inallpe(} in 1`'lLlce Courl-
ly. Tt, is in (lepllr)ti iut) in 1lI)1:1lllls of lllc (..'.o11=ta.l l'itlin.
Tho surface layer Is d:LI•k-brown or light -gray to very
,lark my sandy ]Dail s to `?0 Ad", t1AL 'I'lle Moil iy
3U to 60 inc}tes {hi,:lz lima]. is Dale -yellow to yellwmi11-
brown, friztblo sandy l( kin to sandy cl-a.y loll:ll mottle([
MA AM of gnq. I
LlfiltL'atiotl K gWd, ,lull sut'face runof is I'dOm'. 'i'lli
soil is cllsy to keep in moil .tiltli mid can be ,rorltecl
01rourltonf, lI :_rifle rrt.rlrr, of moi:z(ltro +!ollferll,.
i?rniIMgC is acquired for ]loin; ro1v crops to do well on
thk SOL It pAipvt' dr;tilrnre, k prt7l,icl�1_i, (.his Sii1 is well
sidled to most of the locwlk rro:vn crops. It. is ns�ii
mnildy for rrnv ("r',)1is OI• T12L9tLlre. (('>1:lnllilil,� nilit. I.l.w-1,
Nvoo(11nnd Stability group 4, 1l•lldlire salt:lbillty groiip
Made land (lvtc, i a Inisc.c}lzllcou ll ild type in lrllit:h
61C are'ls hail' kxf ll nlloxr d by illan to the oxt.ellt tllt+t tht"
proRiv of the Wginn] soil, r.sluxlt Ile rrf•urniZiId. The
altered soil tll:Lseri:li duos Ilot function as dial the origilial
I011, •`alit in n fill]' places it, dney nal, ivsertd& the or' ival
will.
Scene areas of Millie ]rill=:1 ;i'c w :tlrt(lp tt'l(fn cllltina aml
fillillr lyrlti tfc)ne io von;;ti'(ha 1r,tr!vng 1Ots, air•fiel&, iiltf+:s
trial !t(S. and higrl)ir:lj• Illlolvhangv?F. Ill 111ally places all
fit' P,1& of the Mail "]lid part of tile. 131:1tevi:11 ltnilwl1'ttTg
{lle. original 4clils w.,H cud, ftolll Oni, AMR and 11'rh nlrlte.;_l
to nlll,fhier :l;o_ -for use }14' till lrinlerinl , (.)tllr'r nr(::L; of
Afaile 1.IIu1 Ilse a('al' (plumes '•1•llrl'(' the overl7ili'tir'SI ham
huull dulliped into lard( llunllld". '11) t.11w, plarc.s gravel
has No spread and l;acked ilito die soil:, witil Ella: _c,il
nrlterial In, ("ollllsaried :tnd hard.
Pie aruas included in this land type. are, so diver',u
Ili cl!:tI'aCtr.ristii's t•l:itt: r'0113ml Whawnts cannot be 1ledu
about, their]. Oilslle exundnrttt ui of imidL :).1'B:l I" 110re.8`ary
lle.l'(ire any land nsc is 111mined. (Not pla(_ed in a elltnt.-
Ililitu limit.] lspnrllrtncl stliLabilit;�' ilia]]) 1.3, rl'iltllife NO
alililty WMILn 5�
Madison selies
'l.'llo A[Lll.isurl OWN of g:t'ltly' �lopitig to Iuod'-
t-,niII,,I-" yte:!p, r[eep, well-dra111ed AN that occlipy fairly
Anil]{] areas on Piadmout uplands in Hie nordierll pnrL
of the county. These soils are oil side slopms a.ilif (
rolln(kd Wks tirll( re IN Met' nm- I Avadoil A, nbo
60 feet l3(.:twemi tho ldghesL and Te 1 must. ]points. They
liliva for•nied under forest in 11ia.terial tlult i ealkherml
froltl Iuif-a scllist, Inie"t. gn(;is!�, :t:lii otlww ar.i(lic: ruolts.
Nlitural feriilii.y fine] the content of urp nic fnaUer are.
1[l5i ()erineability is Illoder'tlte, 1111d lira ati-rlilablF Neater
capticlty is nvAiiiiil. The sllrili!i:-swell potential is lnod-
or:lte. Kxvg0. in nr"Y tier.!; lt:", reci: vwl lbmq thvsn soil,i
are strongly tici!l. 16-,pon e is roots if 1Itilabll opplica-
Airs of lime and feri.ilize.r are ni ldo
The Aladition -s0315 of ltWa1w. Comity are not. iniportUut
for farming, Thoy area mostly in furt.;t°.
lMprnsentativo profile Of a AIndison sanely Mani in -It
moods] aretl Z':;1 ]slicks trt'�r of Mlle c.uo-,c. Itirof l;1-:[I;f:
oil V.C. IIi ;hway No. 98 and 10 }"aids sottrh of road
A11—() to (', inches, brawn (10)"n ;i:il Rintly Irninl ; wp:11;,
memarn, gmnon r sr.rnie.tnro: very frinhlo w1wri itsni=t.;
mnn3• ffnrw, nmody and fiiri•n11s rootQ: common flrtc mien
]lakes; few small gilartz and (lu.lrtz min sc•hi5t lwh-
wes; L emuni at_,io: nhrnpr, wavy honn(I:my.
131.-6 to 12 iixhes, red (2.:-)YIt 4!(i) heavy sandy clrt,v Ion.";
wezlk• rizwtlftttll, st1Iy;tn9ular l;lockr' nructurT: friaWo
wham luoiq, r(lightly ativky rin(l slightly Mastic Nvltcrt
n•cl; (: n.nlorl, Cirle, i1•oody Awl fibrous roots; coirrmort
tine mire Ilnkes: stain 4— acid; ubruvt, wavy MIX
ry-
112r— 2 to 'all inrltrs, r(-ll i _' )YR 4i131 elay toanr ; 'afiderate.
rock("" ximma witr wocky Strtlr,tnrc; frialIc. when
ntniAt, 411ghtly (-tkllty n11ll slil;llll,v l,lttsl:io a•lr(•Lt wcl ;
VOL c1:1y 640: CMnnlon. till,'• n'(1pd3 111u1 fibrous
root; ninny fine tllicrl ft:1kr few l,nrti.- cli?Inti-
gratc.-tl ichist fr:l„nlcnt:; S-trwigly acid; nbl•llfit., w,t
hounda ry.
in(Jivs, mil (_/.tSYIi •t (f,) snrt:ly r.I;ri llla.nl : rno,t
:11e, rrte(4in1 enh,Inrnhn- hloeky 9rrnc.11re: Crtnllk:
-1mik moist slightly sticky :uLrl sligbUy plasti.: Mien
r,vl: fa'u' GW (•IrIC tuns: finv. `Mali, 1foc>fly .r•ools'
111;rrtr 1111e Illi(:rl IIat;c c+!ertni(ut .cIA11�4 frns1l1(!1AS, ruld
ir11t, yollnry .ind dusky-rol vwrtics armulit Chu fui -
Irle'r!1>; sri'n11y1!' ack.:
I,—:;,? to -1 i 01"hes -I-, !K1101ctl tltlsl:y-reLi, s'i t=• intle-p.,110 v.
strum hr'lun. 11nd brown gilt ta-utn di.�intrt�rntl•rl
rtu:lriz I:,i a ra'1r>:T: r(1111n1(in (1211c 11111w., timt. :11,11('r111
to Ili di'dIll (,2L-:lt?fl ;,:1L'IIFt ; fry, San;tI!, u'nody 1'n(,I:+
esr(,tt(linA tip n (ir"llth (If MOLT 01:1n •iS imrl:e r•t.r(nLcly
at;i(l.
T11(t -&p luu' x ul r^t:L;:,:; fr( (tl :, t:(> Sfi i%(•ftes in thirklut,.a an(I
frout ([ark hruwn ro hrfovu ill f'olor. Tlw 1.{ rrl.ir f•
fr01'[L 111 51 as i OW6 111 ('nn1141Irlt S'rtlltty
toy login t" emy ILL i"Wrlt, '1'lI(: 1t1 lluriioll i£! p",Ilotviail red
to rtrd. Th,: ":faint cola] of (lick C! 1=t,t•izt.nr; is
hatn b"t. the Mor fit Mae horiz(,ns ranys to darl: real. rTY
nutllUer of moat Antos rnngos faun] A"v In rutnmwi in A" A
hurizmi rend fru]u (,(."],Mall to rn;tor ill tllr; III hnl1z-mf. 1,I1t Ow
B21, horiz(rn. uii(13 iu ;llnrr,y, tlln G horizolt, collt:ihl nearly 111iCra
tinlce:. Tim. '1)1nlJII1 . thir l(t:eys of (11c An hop 17011 and 11 llc,ri-
zolm, rrtatrl from 20 h; 4f, 11mhoz: .Irtd, in 111:1r(-s, lh(,
thi(•l;.W" V011PS 9rN;lr'l3' 1`'15111 :t 5I-1101't, lrltur:l (llSt.nllrE. 1-1el,rIIL
to bard roc]; mitt;, •s t'row 5 ro hurt: titan 15 fret.
\IrtllNon nvrnr wirlt r!w C:e(til, (ieoreville, :1nd Llc}yd
s.(AN hilt t!u}° hwo a lhwnrr Wma r:nd eoLllaiu .afore Riles
flakn thou Han Y&K TI!(: 1Luli r.n -uii, ur,n(::itt less silt: thnn
this Ijp,: r r!vlSte I,iis :fu(l :Irt- 111i,-I'Q :u•id 011111 the L.l03-d s01I2.
Madison sanely- Ioam, 2 to r, perven€, slopes, ero. ded
fAPctt12).---'.I'lli: �.itil i;; (Ill sin(>uth illfor<l••1•ealn. fiiri(lt_. Its
aLIL'f;tct' 11YOV i4; if) 10 Inclwr thit:lc. N :null,- .pliwes it. i-
IL nlittlrrQ Of tilt+ ivnl:linifl (Wi;:illal su frlcc soil 81Ld Of
nlnteriat froill HIP lilt: les, orodoi areas; t
0
suriac:t kl,'(�r is aa.Ii; lllntrl! to 1IL'csmr11, Dili• the ('csl„r

2.2.2 Runoff Coefficient The runoff coefficient (C) is the variable of the rational method least
susceptible to precise determination and requires judgment and -
understanding on the part of the design engineer. While engineering
judgment will always be required in the selection of runoff coefficients,
typical coefficients represent the integrated effects of many drainage
basin parameters. Table 2.2 gives the recommended runoff coefficients
for the rational method.
Table 2.2 Recommended Runoff Coefficient Values
(Sources: North Carolina Erosion and Sediment Control Planning and Design
Manual and 1 he City of Raleigh's Storm Drainage Design Manual, 1989)
Description of Area
Runoff Coefficient C
Woodlands
0.20 - .025
Parks, cemeteries
0.25
Playgrounds
0.35
Lawns:
Sandy soil, flat, 2%
0.10
Sandy soil, average, 2 - 7%0.15
Sandy soil, steep, > 7%
0.20
Clay soil, flat, 2%
0.17
Clay soil, average, 2 - 7%
0.22
Clay soil, steep, > 7%
0.35
Graded or no plant cover:
Sandy soil, flat, 0 - 5%
0.30
Sandy soil, flat, 5 - 10%
0.40
Clayey soil, flat, 0 - 5%
0.50
Clayey soil, average, 5 - 10%
0.60
Residential:
Single-family (R - 4)
0.50
Single-family (R - 6)
0.55
Multi -family (R - 10)
0.60
Multi -family (R - 20)
0.70
Multi -family (R - 30)
0.75
Business:
O & 1 (1, 11, III)
0.85
11 & 12
0.85-0.95
Shopping Centers
0.85 — 0.95
Streets:
Gravel areas
0.50
Drives, walks, and roofs
0.95
Asphalt and Concrete
0.95 1.00
Ciry of Raleigh January 2002
Stormwater Design Manual Page 39

Pabst Design Group, PA
9.11 Paverstone Drive, Ste. E
Raleigh, NC 27615
El
o X.
0
Stormwater impact Analyses
1938 S Wilmington St
Raleigh, North Carolina
PDG: 339-16
NOAA Precipitation Frequency & Intensity Charts)
vii
Raleigh Concrete, LLC
S12 Nowell Raod
Raleigh, NC 27607

e1
NOAA Atlas 14, Volume 2, Version 3
Location name: Raleigh, North Carolina, USA*-'"�
Latitude: 35.7549°, Longitude:-78.6422°
Elevation: 239.7 ft**
'source: ESRI Maps 4 '�
" source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inchesthour)1
Average recurrence interval (years)
Duration
4.90 5.71 F 6.56 7.30
5�nln (4.48.5.34) (5.24.6.24) (6.02.7.16) (6.68.7.97)
25 50 100
200
500
1000
8.06 8.64 9.16
9.59
10.1 7F
10.5
(7.36-8.80) 1 (7.84-9.41) 1 (8.26-9.96)
(8.60-10.5)
(8.98-11.0)
1 (9.26.11.5)
3.91 4.57 IF 5.26 5.84 6.43 6.88 7.27 7.60 7.98 8.27
10-Inln (3.58-4.27) (4.19-4.99) (432-5.74) (5.35-6.37) (5.86-7.01) (6.25-7.49) (6.56-7.92) (6.82-8.29) (7.10-8.70) (7.29-9.03)
3.26 3.83 4.43 4.92 5.43 5.81 6.13 6.4D 6.70 6.92
1 5{rttn (2.98.3.56) (3.51-4.18) (4.07-4.84) (4.51-5.37) (4.95-5.92) (5.27-6.32) (5.52-6.67) (5.74.6.98) (5.96.7.30) (6.10-7.56)
2.23 2.64 3.15 3.57 4.02 4.37 4.69 4.98 5.33 5.60
30{T1in (204-244) (2.42-2.89) (2.89-3.44) 11 (3.27-3.89) 11 (3,67-4.38) (3.97-4.76) (4,23-5.11) 11 (4.47-5.43) 11 (4.74-5.81) (4.94-6.12)
60 min 1.39
(1.27-1,52)
2-hr 0.815
(0.742.0.897)
3-hr 0.574
(0.524-0.6633)
6.346
Bar (0 317-0.379)
1.66
2.02
2.32
2.68
2.96
3.23
3.49
3.82
4.09
(1,52-1,81)
(1,85-2,20)
1 (2.13-2,53)
1 (2.44-2.92)
1 (2.69-3.23)
1 (2.91-3.52)
(3,13-3.81)
1 (3.40-4.17)
(3.61-4.47)
0.975
1 F 1.20
1 -3 -9-T
1.63
IF 1.82
2.01
2.20
2.45
2.65
(0.890.1.07)
{1.09-1.32} 11
(1.26.1.53)
(1.47-1.78}
(1.64-2.00)
(1.79-2.20)
(1.95.2.41)
(2.15.2.68)
(2.31-2.91)
0.6881 0.850 j 0.994 1.18 1.33 1.48 1.64 I 1.85 2.03
(0.629 0.758) (0.775-0.936) (0.903-1.09) (1.06-1.29) (1.19-1.46) (1.32-1.62) (1.45-1.79) Il (1.62-202) (1,76-2.23)
0.414 0.512 0.599 0.711 0.807 0.904 1.00 1.14 1.26
(0.380-0.455)(0.468.0.561)(0.546-0.656) (0 644-0.777) (0.727-0.880) (0.806-0.984) (0.886.1.09) (0.994.1.24) (1.08-1.37)
E�](0.185-0222)
(0.22-0266)
(0.2075-0330)
(0.322-0388)
(0.83-0462)
(0.4340526)
(0484-0592)
(0.536-0662)
(0.05-0.0759)
(0.662-0.845)
0.121
0.146
0.183
0,213
0.253
0.285
0.318
0.352
0 399
0.435
24 hr
__]1
(D.112 .0.130) )(0.135-0.157)
(0.170-0.198)
(0.197-0.229)](0.234
0.273}
(D.262-0.307)
(0.292-0.343)
(0.322-0.380)
(0.363.0.430)
(0.395.0.471)__
2�lay D.07O 0.084 0.105 0.121 0.144 0.161 0.179 0.198 0.224 0.244
(0.065-0.075) (0.078-0.091)(0.097-0.113) (0.113-0.131)(0.133-0.155)(0.149-0.174) (0.165-0.193) (0.182-0.213) (0.204-0.241) (0.222-0.264)
0.049 0.059 0.074 0.085 0.100 0.113 0.125 0.138 0.156 0.170
[�:ay:](0.046-0.053) (0.055-0.064) (0.069-0.079) (0.079-0.091) (0.093-0.108) (0.104-0.121) (0.115-0.134) (0.127-0.148) (0.142-0.168) (0.154-0.183)
4�lay 0.039 0.047 07058 0.067 0.079 0.088 0.098 0.108 0.122 o.133
(0.036-0.042) (0.044-0.050)(0.054-0.062) (0.062-0.071) (0.073.0.084) (0.082.0.094) (0.090-0.105) (0.099-0.116) (0.111.0.131) (0.121.0.142)
7-day 0.026 0.031 0.038 0.043 0.050 0. 556 0.062 0.069 0.077 0.084
(0.024.0.028) (0.029.0.033) (0.035.0.040) (0.040-0.046)(0.047-0.054) (0.052-0.060) (0.058-0.067) (0.063.0.073) (0.071.0.083) (0,077-0.090)
10 day 0.021 0.025 0.030 0.034 0.039 0,043 0.047 0.052 0.057 0.062
(0.019-0,022) ( 0.023-0.026) (0.028-0.032) (0.031-0.036) (0A36-0.041) (0.040-0.046) (0.044-0.050) (0.048-0.055) (0.053-0.061) (0.057-0.066)
20-day 0.0 44 0.016 0.019 0.022 IF 0.025 0.027 0.030 0.032 0.036 0.039 (0.013-0.015) (0.015-0.017) (0.018-0.021) (0.020-0.023)(0.023-0.026) (0.026-0.029) (0.028-0.032) (0.030-0.035)(0.033-0.038) (0.036-0.041)
30{iay 0.011 0.013 0.016 0.017 0.020 0.021 0.023 0.025 0.027 0.029
(0.011-0.012) (0.013.0.014) (0.015.0.017) (0.016-0.019) (0.018-0.021) (0.020-0.023) (0.022-0.025) (0.023.0.026) (0.025.0.029) (0.027-0.031)
45{iay 0.010 0.011 0.013 0.014 0.016 0.017 0.019 0.020 0.021 0.022
(0.009-0.010) (0.011-0.012) (0.012-0.014) (0,014-0.015) (0.015-0.017) ( 0.016-0,018) (0.017-0.020) (0.019-0.021) (0.020.0.023) (0.021-0.024)
0,009 0.010 0.012 0.013 0.014 0.015 0.016 0.017 0.018 0.019
60�ay (0.008-0.009) (0.010-0.011) (0,011-0.012) (0.012-0.013)(0.013-0.015) (0.014-0.016) (0.015-0,017) (0.016-0.018) (0.017-0,019) (0.018-0.020)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
umbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
ven duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
iecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
lease refer to NOAA Atlas 14 document for more information.
Back to Top

PF graphical
100.000
t 10-000
c
1.000
N
C
c
Z 0.100
M
a
d
n` 0.010
00"
13135-based intensity -duration -frequency (IDF) curves
Latitude: 35-75495, Longitude:-78.64221
I I I I 1 1 I I I I I 1 I i I l I
- ... ... ....:
... ... ... ' ... ' -
0 q
v}
O 0
'4
N N
I�1 V
r-� O
O
6
�Y
6
v
Duration
100.000
s
10-000
a
u
'�+ 1.00Q
c
a
c
c
y
0.100
ra
a
a
Gy 0 010
0.001 i
1
2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3
Created (GMT): Thu Dec 8 23:47:06 2016
Back to Top.
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
••- 2
— 5
10
�- 25
--- 50
— t00
-- 200
Soo
1000
Ouration
— 5-rn1n —
2- day
— 10-min —
3-day
-- 15-min ----
4-day
— 30-min ---
7-day
-W- 60-min —
lo-day
— 2-hr —
20-day
— 3fir —
30-day
— 6-nr --
45-day
— 1241r —
60-day
— 24-nr
11]

E
E
0
NOAA Atlas 14, Volume 2, Version 3
Location name: Raleigh, North Carolina, U5A*".
Latitude: 35.7546*, Longitude:-78.6415°
Elevation: 242.31 ft**
' saurse: ESRI Maps
" source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bcn^ir, D. Martin, H. Lin, T. Parzybok, M.Yekta. ad D. R.1ey
NOAA, National Weather 5ervice, Silver Spring. Maryland
PF tabular I PFgraphical ical I Mats & aerials
PF tabular
lPDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
Duration ����������
1 2 5 10 25 50 100 20Q 50Q 1000
5 min 0.408 D.476 0.547 0.608 O.fi72 0.720 0.763 0.799 0.84i 0.875
(0.373.0,445)(0.437-0.520)(0.502-0.597) (0.557-0.664) (0.613.0.733) (0.853-0.784) (0.688.0,830) (0.7t7.0.872) (0.748.0.917) 1(0.772-0.956)
10-min 0.651 0.761 0.876 0.973 1.07 1.15 1.21 1.27 1.33 1.38
(0.596-0.711) (0,698-0.832) (0.&M-0.956) 1 (0.891.1.06) (0.977-1,17) 1 (1.04-1.25) 1 (1.09-1.32) 1 (1.14-1,38) 1 (1,18.1,45) (1.22-1.50)
15anin 0.814 0.957 1.17 1.23 136 1.45 1.53 1.60 1.67 1.73
(0.745-0.889) (0.878-1.05) 1 (1.02-1.21) 1 (1.13-1.34) 1 (1.24.1.48) 1 (1.32-1.58) (1.38.1.67) 11 (1.44-1.74) 1 (1.49.1.83) (1.52.1.89)
30�rr1in 1.12 1.32 1.57 1.78 3.01 2.19 2.35 2.49 2.66 2.80
(1.02-1.22) 11 (1.21-1.44) 11 (1.45-1.72) 11 (1.63.1.95) 1 (1.98-2.38) {2.12-2.56} 1 (2.23.2.71) 1 (2.37.2,90) 1 (2.47.3.06)
60�rtln 1.39 1.66 2.02 2.32 2.68 2.96 3.23 3.49 3.82 4.09
(1,27.1,52) (1.52-1.81) (1.85-2.20) 1 (2.13.2.53) (2.44.2.92) 1 (2.69-3.23) (2,91.3.52) 1 (3.13.3.81) 1 (3.40.4.17) 1 (3.61.4.47)
2-hr 1.63 F 1. 55 2.40 F 2.76 IF 3.25 1 F-3-.65 4.02 4.41 4.90 5.31
(1,48.1,79) (1,78-2,14) (2.19-2.63) 11 (2.52.3,06) 1 (2,93.3.57) 11 (3,27-3,99) {3.58-4.40} 1 (3.90.4,82) 1 (4.30.5.36) (4.62-5.82)
3-11r 1.73 2.07 2.55 2.99 3.53 3.99 4.45 4.92 5.56 6.11
(1.57-1.90) (1.89.2.28) (2.33-2.81) (2.71.3.28) (3.18.3,87) (3.58.4.37) (3.96.4.87) ( 4.35-5.38) (4,86.6.08) (5.28.6.69)
=6-h 2A7 2.48 3.07 3.59 4.26 4.83 5.41 fi.01 6.83 7.54
(1 .90.2.27) 1 (2.28-2.73) (2,80-3,36) (3.27.3.93) 1 (3.86.4.65) (4.35.5.27) 1 (4.83.5.89) 1 (5.31-6.54) (5,96.7.43) (6.49.8.21)
12fir 2.44 2.92 3.63 4.27 5-1 7_1 5.83 f 6.57 7.35 8.44 9.39
(2.23.2.68) 11 (2,68-3.21) (3.31-3.97) (3.88.4.67) 1 (4.61.5.57) (5.23-6-34) 1 (5.83-7.14) (6.45-7.98) (7.29.9.14) (7.98-10.2)
2A�r 2.89 3.49 1 F 4.39 5.10 7 F 6.07 1 F 6.84 7.63 8.44 9.57 10.4
(2.69.3.12) (3.25-3.77) 1 (4.08-4.74) (4.72-5.50) 1 (5.60.6.55) 1 (6.30-7.37) 1 (7.00-8.22) (7.73.9.11) (8.72.10.3) (9.49.11.3)
2�lay 3.35 4.04 5.04 5.83 } 6.90 7.74 8.61 9.51 10.T 11.7
(3.11-3.61) (3.75-4.35) (4.68-5.42) (5.40.6.27 (6.37-7.42) (7.14-8.34) (7.92-9.28) (8.72-10.2) (9.80 11.6) (10.6-12.7)
3.55 4.27 5.30 6.1# 7.22 F 8.10 9.Ot 9.94 11.2 12.2
3�tay (3.31.3.81) 1 (3.98-4.58) (4,93-5.69) (5.68 6.56) (6.69.7.75) (7.49-8.70) (8.29.9.67) (9.12-10,7) (10.2.12.1) (11.1-13.2)
4�lay 3.75 4.50 5.57 6.40 7.65 8.46 9.40 10.4 11.7 12.7 (3.50.4.02) 1 (4.20-4.82) (5.19.5.96) 1 (5.96.6.85) (7.00-8.08) (7 83-9.06) (8.67.10.1)(9,53.11.1) (14.7.12.5} (11.6.13.7)
jl
7�day 4,35 5.19 6.33 7.24 8.48 9.47 10.5 11.5 130 IF 14.1
(4 .07.4,64) 1 (4.86-5.54) (5.92-6.76) (6,76.7.72) (7.90.9.05) (8.80-10.1) (9.71-11.2) (10,6.12,3) (11.9.13.9) 1 (12.9-15.1)
10-riay 4.96 F 5.90 7.11 8.05 9.32 t0.3 11.3 12A 1 3-8-71 14.8
(4.65-5.29) 1 (5.54-6.29) (6.66-7.57) {7.52.8.57} (8,70493) (9.61-11.0) (10.5.12.1) (11.4.13.2) 1 (12.7.14.7) 1 (13.6-15.9)
2fl�ay 6.65 7.85 9.29 10.4 12.0 13.2 14.4 7 15.6 F 17.3 18.5
(6,25.7.08) (7.38-8.37) (8.72-9.89) (9.77.11.1) (11.2-12.7) (12.3-14.0) (13.4-15.3) (14.5.16.6) (15.9.18.4) (17.1-19.8)
8.2fi 9.7Z 11.3 1 Z.6 14.2 15.4 16.7 17.9 19.5 20.8
30 day (7.78-8.77) (9.14-10.3) (%6-12.0) (11.8-13.3) (13.3-15.1) (14.4-16.4) (15.6-17.7) (16.7-19.1) (18.2-20.9) (19.3.22.3)
45�ay 10.5 f 12.3 14.1 15.5 17.3 18.7 F 20.0 21.3 23.0 24.3
{9.99 11.1) (11.7-13.0) (13A-14.9) 1 (14.7.16.4) 11 (16.4-18.3) (17.6-19.7) 1 (18.8-21.1) (20.0.22-51 (21.5.24.3) (22.7-25.7)
60�ay 12.fi 14.7 16.T 18.2 20.t 21.6 23.0 24.3 26.1 Z7.5
(12 0.13.3) (14.0-15.5} (15.8-17.6) (17.2 19,2} (19.0-21.2) (20.4-22.8} (21.7-24.3) (22.9.25.7) (24.5-27.6) (25.7-29,1)
t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (POS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information,

PF graphical
PDS-based depth -duration -frequency (DDF) curves
Latitude: 35.7546°, Longitude:-78.6415°
30
25
C
t 20
C
a
m
0 15
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a+
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9
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6
Duration
30
25
C
20
y
a
0 15
ra
N
Q. 10
as
,i
5
a
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2. Version 3 Created (GMT): Man Dec 12 16,54:51 2016
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
inie"I
(years)
— 2
— 5
— an
— 25
50
100
— 2D0
500
1000
Duration
— 5{ntn — 2-day
— 10-rein
-- 3-day
— 15-min
— 4-day
— 30-fnin
— 7-day
--- 50-MM
— i0-day
--- 2fir
— 20-day
-- 341r
— 30-day
— 6-nr
-- 45-day
12-hr
— 60-day
— 24-Mr
E

e scale terrain
E
Large scale map
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0
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Carolina 1
�Charlotte
Fayett
100km 5
60mi
! J i
Large scale aerial
sbaro {/ - - Rlocky ( - , '
l l� _ frn �„�Mlcxint
II
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111
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111

Pabst Design Group, PA
911 Paverstone Drive, Ste
Raleigh, NC 27615
E
0
XI. Erosion Control Calculations
Stormwater Impact Analyses
1938 S Wilmington St
Raleigh, North Carolina
PDG:339-16
Raleigh Concrete, LLC
512 Nowell Raod
Raleigh, NC 27607

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to
Selection of Sediment Control Measure
1.23. Total Drainage Area
Okay
Temporary Sediment Trap
Okay
Rock Dam,
Okay
Skimmer Sediment Basin
Okay
Temporary Sediment Basin
fl_46 Disturbed Area (Acres)
3.84' Peak Flow from 25-year Storm (cfs)
User entry
Calculated Value
C = A 1 (unimproved cleared area) - Source
I25 = 7 g Source; NOAA Atlas 14, Vol. 2, Ver.
A = 1.23
Raleigh Stormwater Manual
3 - T = 5 minutes

Skimmer Basin
`Okay
0.45 Disturbed Area (Acres)
3.84 Peak Flow from 25-year Storm (cfs)
810 ; Required Volume ft a
1669 Required Surface Area ft 2
28.9 Suggested Width ft
57.8 Suggested Length It
1[48
Trial Top Width at Spillway Invert ft
Trial Top Length at Spillway invert ft
Trial Side Slope Ratio Z:1
Trial Depth ft (2 to 3.5 feet above grade)
27 ' Bottom Width ft
40 Bottom Length ft
1080 Bottom Area ft 2
2739 'Actual Volume ft 3 Okay
1680 Actual Surface Area ft 2 Okay
M,.�. .'ri,5< Trial Weir Length ft
0.5. Trial Depth of Flow ft
5.3 a Spillway Capacity cfs
2:5 Skimmer Size (inches)
0.208 Head on Skimmer (feet)
1. Orifice Size (114 inch increments)
2.60 Dewatering Time (days)
Suggest about 3 days
Okay }
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WALKER STREET
�G PLEUC R/r(!M tOM-IS1a7 __
LEGEND & SUMMARY TABLE
DRAINAGE AREA DRAINING
TO EX. LATCH BASINS
1.96 ACRES OPEN SPACE, POOR CONDITION
�
-
CN89
C`.38 ACRES IMPERYIOVS AREA. PAVED
CN98
,.ley
2.09 A-RES IMPERVIOUS AREA, GRAVEL
,CN • 9t
NOTES'.
1. SOILS ON SITE CONSIST MOSTLY OF Ma AND SOME ApB2, Ma SOIL
ASSUMED TO CLASSIFY AS HYDROLOGIC SOfL GROUP D.
CONSERVATIVELY.
2, EXISTING DRAINAGE PATTERNS SHEET FLOW WATER OFF5ITE TO
EXISTING STORM DRAIN SYSTEM IN THE WTLMINGTON STREET
RIGHT-OF-WAY,
3. TOPOGRAPHY PROVIDED BY PTS LAND SURVEYING,
4. CURVE NUMBER VALUES TAKEN FROM THE TR-55 MANUAL.
Z
a�
F- h
Q L
a
z
I fl
a ORA`MNG
Z
SHEET
GRAPHIC SCALE p O ST- D
I PROJECT NUMBER
( iN FEET 1
339-16

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WALKER STREET
fl
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LEGEND & SUMMARY TABLE
IMPERV10V5 SURFACE -BUROING
• 0,64 ACRES
IMPERVIQUS SURFACE - ASPHALT
PAVEMENT
• 7,{13 ACRES
IM PERVIOU5 SURFACE - GRAVEL
'� .fT';f,S �'Sr
• 0-57 ACRES
TOTAL PRE -DEVELOPMENT • 3.3P ACRES
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GRAPHIC SCALE
PRE-N
PR0IECT NUMBER
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NO,
REVISION
DATE
mwa r :
�"�"`�'4"`
1938 S. WILMINGTON ST.
CITY OF RALEIGH, WAKE COUN, NORTH CAROLINA
TY
PLOT PLAN
PRE —DEVELOPMENT DRAINAGE AREA MAP
PABST DESIGN GI-OLIP, PA
Ii N I, I N li I: R I N C.ti C i7 N S U l.'I' I N C
ii Fa+rrv°�E nI r sUs:�. Ra,r qn. IJo h ca,°I»a 1�61s
Ph°nbrl5eas+3551c.,919eae.a;slnlcLlceNaEr,uneEa..o-3zn
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cn IAau waV45,w

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WALKER STREET
k}' aU6l3C v�r.( 9� 1096-•5f�) —.—
•I
INTERSTATE - 40
260' 'WL4 R, w s 19wE ...)
�I
' f
iA
A5H4ALT RAVE -ENT
ApEA • O 2- ACaES
f {i
1 Lu
! i 1_Q
TUTAL Aaowsao - l!)
BU10ING AftA -
OUTA"E5
r
i
LEGEND & SUMMARY TABLE
IMPERVIOUS SURFACE -BUILDING
• 0.1 ACRES
IMPERVIOUS SURFACE - ASPHALT
PAVEMENT
• 0,24 ACRES
` �' X/.
IMPERVIOUS SURFACE - GRAVEL
�j>•.'
- 2.19 ACRES
IMPERVIOUS SURFACE -CONCRETE
PAVEMENT
• 0.14 ACRES
TOTAL POST -DEVELOPMENT = 2.58 ACRES
NOTES:
}, ALL IMPERVIOUS GRAVEL. 8WI-DING, AND ASPHALT AREAS ARE
EXISTING ON SITE. THEREFORE, THE ONLY PROPOSED IMPERVIOUS
AREA IS THE CONCRETE PAVEMENT AREA, WHICH 15 REPLACING
EXISTING GRAVEL AREA.
a
Q
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DRAWING
SHEET
GRAPHIC SCALE POST-N
mlw ' PROJECT NUMBER
I . IEET 1
339-16

•
0
Property Owmer Cartirrcate for NONZEDiCAT1OM
(This includes Boundary surveys and Reconbnat on palls where no easements are being
astablis,W)
Property Owners Cerfihute {Boundary and Recombination Plats):
This centraz and warrants ftt the undersigned Is (are) phis sde twnw(e) of the Properly
shown on the map a plat and any aom parrying sheets having acquired the property In fee
stmpie Cy deed(,) recorded in the minty, register d deeds offs where the property Is located
and as such has (have) the rkyu in convey the properly r roe airnpe.
Book No,: 15112
Page No.: 97
Signabre(s) 8 u5erpas6ort of Property or„nelisi: I/�' If , // yf,�
a "a,-iian l 1 C- by l LA—V ,WC4 rlloi-h&l IrJrr4'�'
r
STATE OF 1i-s
C�' [4
COUNTY
I certify that the lfolkmng person(s) barsonaay appeared before me this day,
w*nowledg9g to ern thal he or she vo(untanty taegurlig
purpose stated therein and in the capaary ntlkatad �+' I
Printed
My pomrtrission
FLOOD PLAIN ORDINANCE
M FIRM PANEL 372001702
1 1 OTHER /'y� i
ed By:! ! qg,r1/ I 7
5
THIS PLAT NOT TO 8E RECORDED
AFTER =7 DAY 0F_21,' V/
1 COPY TO 8E RETAINED FOR THE
CITY.
THIS PLA T 15 Q) ]NO OU T OF THE
CITY LIMITS,
SURVFY NQTES:
1) The basis of oath is NAD "2311) tram a VRS. GPS survey. Vertical Datum
is NAVD 09.
2) Apr distances are horizontal ground dmtanoas. unless noted eVor—e
Ar
eas aas coagxsed by Coordinate geometry.
4) Tim survey dots not wx*jde nor depict arty envxa tad avakratians except
as stown-
5) original field surveya aawlametl on July 8 6 July 7, 2011.
6) Flood Inbrmatkon: Portions of su"d parcel are o®ted In special flood
hatertl x,rles per Flood Insurance Rate Maps 37200170200J 8 3720.1703.00J,
Dated May 2, 2006.
7) 3W iron pipes found or set at all I>m�crty corners unfesa otharwise n otod.
8) Surveyor has made no 0hesugatbn or independent search for ass—Tantsof
record, enamarbnt s. reEaY9ve omrsantl, owner31M7 idle a'nd— ar any
other facts that an aco rauf and ohnsd title search may disclose.
9) All
casements, nghtof-ays. buff— setbacks and adjoin"'. etc -
referenced from Ptat Bock 19%. Page 1529. oerawkse noted.
10) The orations of under"" are based upon visible surface
evidence and records provided by the owner. No excavatioM were made during
the process of this survey to kxate buried utftes and I or sbudures-
Undergound unity markig was rho(req sled or performed by "CBI l Or other
sources for the purpose of this survey- Additional ut3ibi,, nlay be enc untemel
All underground utilities shard be held located by the apprwda ubfrty
company. prior to any oenstructon or excavation on or adio"nl o the subject
property.
11) Temporary sore pies of materials were rhd surveyed.
12) Storm sizes and connectivity, from Wake GIS.
13) The blebmard lease area is pending receipt o1
2013 Survey referenced n DR 152115, Page 731.
14) 'Remrmbihed Properties are slbjact to Soomsvater Regulations under
Ankle 9.2 of the U00'.
Is) Stnnl Ia review has acm-pled the grdveNmporVjo.5 area under
Transamon a T-1G46W.
;I�r
i I
PARCEL INFORMATION Recombination Certificate
Curtenl Owner:
Rake" Reclamation LLC 'This pat or maP Is not a subdi isim, but a n?comCinaVon of prsmusty
. d - -
Source of Tale:
Dead Boon 15112. Pape 197 plated property. and meets ad statutory raquveam-As for recordng' f .
I
wake County Pin; Pins: 1703.60.11B1 d t702.69.1912 rl B61
ZOnI
4n
IH W15HOD-2 f11:AO
Pynrvng and Da mbp—rrt OffoafiNake County Review Officer
T— — —
—1 4 I
DNS to/714
I w
j Vicinity Map
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WALKER STREET
agar
eF�a^a�w�w'
Jo' weuC R/w(su Taos-f52e)
N a9'4p'M- f 430.80' !
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N�E RAf�1GN %rrQ7
T';
RECLAMANGN LLC
DS 75112-)97
LOT 8, BM .996-1529
hI PIN: r703.60.Ir61 r1orA Mood
d
•
a
f
RET.I I ZONINQ rH W/5HOO-2 iz A.mvAL C.A.
p0m; I !r 367,045 S.E., 11.539 Ac.
i i FOMEMY 1923 i llruwrar sr. r v`
ON]
L
f rl-rA hoop
COa 7MMS ! r
A
t
C
/ 02X ANfN1M- alANOr r
i
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1Z r '
1
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OLD LOT LINE IE ST RELpI
,�
—
—
JO' AGCFSS GSE
—
N &a�4i'mF ro7.er/
norIV
-
/ NEW LOT 1 °g ► 22��LO�,` I i wQr
RALEIGH RECLAMATION
±165,855 S.F., t3.81 Ac.
'
USE: WASTE RELA TFO 10 $
SERNCES / 1 1? S rr d Z 2
rl.
RE0.A A"ON' LLC
44=
3
I
' APPROxIMATE
09751 r2-197
LOT A, BM 1996-1529
a
LMITS OF
1 / '
PIN: 17W 50.8002
•
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'�
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comfy that this map was drawn urrdes my
supennsiorl from an actual GPSrGNSS
auvey or do made under my supervision end the
kAhwn g nformhetion was used to perform the survey:
Clan.s of survey: AA
Pu>srtiand .=racy @ 95% Coned— H:0.023% V: 0 098'
Type of GPSIGNSS held procedure: RT1(1 NCVRS)
Da*.) of survey: OS26, 07MIS 8 07107M I6
DaturTwEPodh: NAD ON2011) epoch 2010.00
Pudished+hxed control: NCVRS Network
Combined Facso: 1.00009575a452
Unts: tTS Survey Fad
HorLronlal powbons ere KAD831NSRS 2011
Vertical Datum is NAVD W
SURVEYOR'S CERTIFICATION
I certify fiat this map was drawn under my supervision from an actual survey
made under my supervision (deed and description recorded n Books
referenced): that ire bandanas not surveyed are dearly indicated as drawn
from intormabon fond in Uooks referenced: that the ratio Of Predsial Or
amoonal accuracy as calculated exceeds slandardl: That this Plat wee
Prepared in accordance with G.S. 47-30 as amendend.
I Partly b the fop,":
Tut cos survey is a her- oxnabon col en+a4hg penman "does not cream any Thew toe
or rights d ways
wrtness my original signature, registration number and seat this 4m day of
October, 2016.
TRANS. # 484789
CASE M R-114-16
P� oil o ��13 ZONING CASE M
Z-27B-14 8t Z-27-87
rum ejr201 s
GPMHIC SCALE
0 5 50 100
I IN FEET I
v N�•AM1
REVISIONS
08119r2015 Pre -submittal review
00P1272016 lu subnettal
09f29R016 1st Submittal revisions
10/04MI6 Mytar submnaVmVm,,
Recombination Plat
of:
1928 & 1938 South
Wilmington Street
Raleigh, NC
"New Lot 1
Raleigh Reclamation'
Lots 88C
O'Neal Family Partnership
Book of Maps 1996, Page 1529
heed Book 15112, Page 197
Pins:1703.60.1181 6 1702.69.1912
Raleigh Township
Wake Couinly, NC
Prepared
for:
Raleigh Reclamation, LLC
Contact: P. Dan Pabst, PE
911 Paverstone Drive, Suite E
Raleigh, NC 27615
Office: 919.848.4399
Pmr�
Land Survetjng
PO Box 726 • Apex, NC 27502
Phone: [phone]W
www,ptsno.00rn
PROJ. # 16013
October 4, 2016

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LEGEND & SUMMARY TABLE
DRAINAGE AREA TO SKIMMER BASIN
�t C ACRES LAWN AREA
C-0.-C.2c
/ ff 0-79 AC R E5 GRAVEL AREA
C,14 ACRES CONCRETE AREA.
•{r�C, •. y4 C-0.95
COMPOSITE C VALUE = 0,72
NOTES:
1. C VALUES TAKEN FROM Clay OF RALEIGH STOPMwATER DESIGN
MANUAL.
Zi
GRAPHIC SCALE
I Ik EEEI I
1 rMn-inn
S7
20
L
LLJ
z ZCf
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DRAWING
SHEET
EROS-Di
pROJECP NUMBER
339-16

co
c
•
WAKE COUNTY. NORTH CAROLINA — SHEET NUMBER 59
_V
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K
59
N
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v

F,
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A
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SITE U
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BELTLINE
0
0
THIS IS NOT A SUBDIVISION BUT A RECOMBINATION
4PREVIOUSLY PLATTED PROPERTY.
CHAPMAAN - DATE
3 ECTOR OF PLANNING
THIS PLAT N9T TO BE RECOR ED
AFTER ---------- DAY OF W q_(_
1 COPY TO BE RETAINED FOR THE
CITY.
THIS PLAT IS _ __ IN __-_ OUT OF THE
CITY LIMITS.
VICINITY MAP IN.T.S.I
NORTH CAROL]" - WARE COUNTY
THE FOREOOIIIG CERTIFICATE
Nance P. Cwpar
NOTAI ITN CIESH 15 IA10 CERTIFIED TO BE C IRECT. TNIS
INsT10BEN7
WAS PRESENTED FOR REAM013TRATION ARECORDED IN
THIS '-O�F�FICE,.
THIS 74114 DAY OF OC+Dkle-r II
AT 10•. 7-R O'CLDM, „A- M.
WEMETH C. WILEINS. REGISTER OF DEEDS
BY SyL0. S . p-ir jamdSQ,,\_
DEPUTY REGISTER OF OxEOS
'I. THE UDERNOPED PLANNING DIRECTOR OF THE CITY OF RALEIGH. DO
NFAEBY CWt" THAT THE Cl" OF RALEIGH. AS PROVIDED BY Cis CITY
CODE, DR THE OAT OF
IN THE YEAR
APPROVEG THIS RAT OR MP AD A.C.AC4T]PSIEETS.
AHD ACCEPTED FOR THE CITY OF RALEIGH THE DEDICATIONS AS SHOW
THEREON. BUT ON THE FURTHER CONDITION THAT TIE CITY ASSI.ES NO
RESPDNS:BILITY TO OPEN OR MINTAIN THE SAME UNTit IN THE
DISORETIOR AND MINIM OF THE CRIERNING BODY M THE CITY OF
RALEIGH IT IS IN THE PUBLIC IWEREST TO DO SO.
PLANNING DIRECTOR
STATE If
NVTrH C RNA. �eO�hn�N 1/ h CORITT
I. O y .��JJ NOTMY PUBLIC DC HERESY
CERTIFY THAT PSQkALLY IV. /
APPEARED BEFORE NE THIS DAY AND ACKplMEDICED THE DIRE y,
EXECUTION OF THE FOREGOING INSTRUMENT.
WITNESS NET wNy j OFFICIAL SEAL, THIS DAY OF p�..'•-•'•� 'P
QrGrtj 2: �pSARr
NOTARY PUM IC 'S rUBL`L V
Mr mN[ss[ol E IRIS , -�� ^+ ,••, r=
THIS CERTIFIES AND WARRANTS THAT THE uDEJSIGNEp IS CARET THE •'ySTQ dV�.•'
SOLE MINERISI OF THE PROPERTY SNOW ON THIS MP SUBJECT TO THE ,~GRAN•, u NN•�
EXCEPTIONS ON RECORD .
EC RD. HAYING ACQUIRED THE PROPERTY IN FEE SIMPLE
BY DEEDISI RECORDED IR THE OFFICE OF THE REGISTER OF OS OF
WARE CONTY. NORTH CANXINA OR OTHERWISE AS SHORN BELOW AND AS
sum. PINS IHAYEM THE RIGHT To CONEY THE mKrERTr IN FEE SIMPLE.
AND THAT THE DEDICATORRCSN WILL WARRWT AND DEFEND THE TITLE
A",W THE LAWFUL CLANS OF ALL PERSONS gDP6OEYER UNLESS
ExCEPTm muE01 AND THAT BT 5MMISS101 OF THIS PLAT OR IMP FOR
APPROVAL. I IWe1 00 DEDICATE TO THE CITY OF RALEIGH. FOR THE PUBLIC
RISE ALL STREETS. EASEMENTS, RIGHTS-DF-WAT. PARKS AND GREENWATS
3,0W THEREON FOR ALL LAWFUL PURPICE5 TO MICH THE CITY MY
DIME OR ALLOW THE SANE TO BE HSEO AND IPOk ACCEPTANCE THEREOF
rR ACCORDANCE WITH ALL CITY POLICIES. ORBIINANCEE. RECLLAT[on m
CODITIOO OF THE CITY OF RLLEICN FOR TIE BENEFIT OF M Full IC.
SAID GEDICATTOM SHALL BE Utff ABLE PROYIOED ANY Om2CAT POI OF
M EEMOITS FOR SHORN ORAIMCE ARE NOT MADE TO THE CITY OF RALEIGH
BUT ARE IoiYOCAALT M�OE TO THE
SUMONT OWNERS OF AM AND ALL
PROPERTIES SNOW HEREON FOR THEIR AGE AID BENEFIT SUBJECT TO
6OIDITIONS OF SUB SECTIOO IWI. I.I. I.11 AND ITN OF SECTION I AND
SECTIDN 4 OF THE CITY STORK DRAINAGE FOLICY IRESOLUTIDN 197 -T42
A$
TIRE SAME MY BE FROM TIME TO TIME AENDED"a
Om_ PAGE 316WA IIJJJ`/
BO00- PACE SIGNATIAF -,
STATE OF HORN CARO.INA. JOHNSTON CONY
I. A NOTARY PUBLIC OF THE COUNTY AMC) STATE AFORESAID, CERTIFY
THAT C. THE NTATY. JR.. A REIE THIS
ISREI¢UR D LAND SYEYM.
PERSONALLY APPEARED BEFOE HIS DAY AND ALKADREOCED THE
DIE EXECMRT I ON OF THE FORE COIN IPNSTRIAEM. WITNESS IR NAND
OFAl. AND l ILL SETHIS DAY OF
- ��Mlil r l Q �pEq
. ,EEG.
► �,ptARY
(OFFICIAL SEAL OR ST.AP) B • $ $
NUT4JtY PUBLIC PUSLIC
rt COMMISSION E17IREs 13-W-R] },y ...,_.L
{j�
'I. C. WAYNE HYATT. JR. . CERTIFY MAT THIS PLAT WAS ,~ TOh CN .
DRAW UNDER WV SUPERYtV FROM AN ACTUAL SURVEY MAOE UNDER NANNPMIAN
HIT APER1'13 POI. COILED DESWIPTIO. AS REFERENCEO NEREONI
GNAT THE BOUNDARIES IWT SOIYETM ARE CLEARLY ]IDIUTED AS
DRAW FRON INFO2WTIOH AS REFEREW= NVEONN THAT THE
RATIO OF PRECISION AS CALCULATED 15 1 .10,000 " THAT
MIS RAT WAS PREPARED IN ACCOROAM WITH N.C.C.S. I7-30
A$ AMENDED. AND. THAT THE 2AVEY S OWN HEREON IS A
CATEGORY (dI OF SUBOIYt SIGN (11) OF SIMISECTION ITN OF
H.C.C.S. 47-30, WITNESS
�NT ORIGINAL SS �IG�NAATVE. REGISTRATION
NUMBER AID SEAL THIS _0_-- DAY OF �,ucrola$it � RECORDED
A.D.. 1196.
SEAL OR STAMP
Hl
REFERENCES: BOM 1987, PG 181 V
LEGEND:
DB 5067. PG 387-399
BOW
BOOK OF MAPS
m
NWFS
NO MONUMENTATION FOUND OR SET
PG
PAGE
NOTES:
OB
DEED BOOK
z
1. ALL OISTANCES SHOWN ARE HORIZONTAL GROUND DISTANCES. UNLESS
RAW
RIGHT OF WAY
OTHERWISE INDICATED.
NTS
NOTATo SCALE
H
2. PROJECT NUMBER: 960820
8 EIP
EXISTING IRON PEPE
3. DRAWING FILE: 9608202d.DGN
NIP
CLF
NEW IRON PIPE
CHAIN LINKED FENCE
z
z'
4. PIN: 1703.1950-9036
OHE
OVERHEAD ELECTRIC
o
5. PROPERTY ADDRESS: 1938 S. WILMINGTON ST.
FH
FIRE HYDRANT
6. TOTAL ACREAGE : 6.68
-OP-
OLD PROPERTY LINE
tl
T : Z0NF_0:JND-2 WITH SHOD-2
z
-�
WALKER ST. (30' rr
------- Town'--------- •�--- ^------ �-- o,E...
-..--�--------�--------------^--- R/W) Lp ---- -----
DATE N89.39' 33'E 715. 68' 4' IILF ' ONE -------NLF
PF
en- ----�DisTIuiBED - NIP _ 430.a6, 0E---- .fir !•
I } IEIP RESET 201 WALKER 5T. [ BuaDlxG1 284�82' { I II I I I I I { I I 101 WALKER ST
I I I 4eR II ` I II ,,I II I I I I �!1
I fit) I Rs0} I I59) o s�ISG) --I - f3) { ASS) {- 1!s) - �- ��,) In I!2} 1!1} � ISO) 1`s) {- IA) -T- 1-7) � uE) Ins) \ ti2V j
�e� I '� I I- I I I{ I I I- I I I I- I 0r
JONES A RwELL S/0 ! JOSS A. POWLt S/0
{ I K I JOES . POWELL IS/D I I LF, J• I r
tto.99' ELF j L L i L- --OP-
SL1S�LLOP /
i' IRON BAR Na9'46 42xCLF x-}---I-i-�OP;I T-o~O �- tr BUILDING it.tW, �ry Ir
I EXISTimT [ ^I�a I I LOT B
- - - I BODY SHOP 0 I s 1.54 ACRES SR. L► PP7
! Iolvai I n NIP 10T.61' NIP
-11-- �L se9.59 24 x J
-------�-- 2p' WATERLINE
I cn 30, Acc�si --�! S89'27'51'W --- -- J F-_� NEW o�ERry z7J EASEMENT
- r$ • h
253.24_�----- I_ i ,. s�4.'.t oo f ACSHED__
0ACCESSLP W 1 y
IsFA"WENT I AREA OF 30' EASEMENT = 0.36 ACRES = 15697 SF !
IRA I OI r 1 I B' CLF �Y 11 % x
N 1 -'1 A GATE SLON BRZCK i 1
I N1 I a7 WALL WALL I 1 ' 7N
i(ti
�-
{�� NOW OR FORMERLY / p
?� O'NEAL FAMILY PARTNERSHIP !I 0 LOT C i w �N
115.20' EIP 7I LOT A PIN : 1703.19-50-9036 = a 2.27 ACRES BUILpNNG ry ��
ELF N87.49 1 •' LLF 2.11T ACRES DS 5067. PG 387
! 6.01 ACRES e a 4
% RAFTER RECOMBINATION
eutLplNeer I 7 y
ON INCLUDING 30' EASEMENT)
1' O I 1 0
gl� o. I
F � �' ¢ n tB, 7
0IN ' I / W BILLBOARD N ^OF A rP
4
IV
I
CLF GA -1 Lt
x 7.4916E-270.39'
NIP --OP--
330.60' �.-- ----'
---R/W
T,
,'
S11.63'
/
M� N` 144.1
ElP$
11
ELF ELF
e9.16'
N
M N88.06 53 R_- , `.
-!
�3----0HE_
NIPNOW +N87•55'2t'�
OR FORMERLY
MARION C. PENNY
I
NOW OR FORMERLY
RR PP S' C0
S�A A6 -----^- - _ PP LP
J
DB 2074. PG 349
I
2100 S. WILMINGTON O'NEAL FAMILY PARTNERSHIP
o
C63F-
I
PIN 1 1702.07-59-9708
;
i
NOW OR FORMERLY ti :
•; Iy'R
NCGS MONUME13NUME '0'NEAL'
O'NEAL FAMILY PARTNERSHIP A9 A•
8NT186
N = 72
li
r.
PIN 1702. 0T-59-7716 PP
e'
R�
E = 2.106,591.24 (NAD 831
a1�Wf
N
OB 2438 PG 472
4
4fl �'j,6
ELEV - 269.30 (NGVD 29)
-
IB •
�IN
•
- Rye
S4R�.
of AT•ji CZRM
• t1. Sz DISTURBED
$
1
ELF RESET
Pp
I
S0 S2 �
E[Pd+
S7
60
0 60 120
160
GRAPHIC SCALE
1' - 60,
IN BOOK OF
MAPS i 9 9 ( PAGE (5Z9 WAKE COUNTY REGISTRY.
DERWARD W. BAKER
d ASSOCIATES. P.A.
-REGISTERED LAND SURVEYORS-
1500 PINEY PLAINS ROAD
SUITE 102
CARY. NORTH CAROLINA 27511
[phone]
SCALE
1' - 60'
DATE
8/27/96
SURYEY FOR,
UNEAL FAMILY PARTNERSHIP
CITY CF RALEIGH. WAKE COUNTY NORTH CAROLINA
$M ET
�
FLO. 9K. &PAGE,
N/A
DRA%WBY2
Cw
13F
FILE HO.I
762
CHECKED 9Y,
DWS
OP B NEW PROPERTY LINE.
CWH
COWOSITE/RECOMBINATION MAP
REVISION
BY
FJ

RALEIGH CONCRETE LLC
TEL. [phone] FAX: '919-803-1344
PO BOX 551
RALEEIGH, NC 27602
-.• ..` � 'p'��1;�... T�� __ __ .. �,Ma,.�w �_r$'w�tY�,'?.N,x-'...:»S��w� _. ��:'�$ L.,�Aa� i ._?r DIY
r' 3756
WELLS FARGO BANK, N.A. _ 6&211 O
WELLSFARGO.COM + .
6/25/2018
oR� o� TO TNCDEQ sir100.00
One Hundred and 001100rrtrrttttrtirtrttrrttrtttrtttii•rirrtrrrrtriirttrritirtirttiiiiriitiaiitiittriitrr►rrearriarraatrrrt
NCDEQ
1612 Mail Service Center rt cow
NC 276 9a;
Raleigh 9
MEMO stormwater permit
n�
118003756110 `

O 0
TOTAL NITROGEN IMPERVIOUS SURFACE REDUCTION SUMMARY
Project 1938 South Wilmington Street Calculations by
Project No. 339-16 Checked by
Location 1938 South Wilmington Street Date
SA B
in
13-Dec-16
THE FOLLOWING TABLE SUMMARIZES THE AMOUNT OF IMPERVIOUS SURFACE IN EACH SUB -AREA FOR THIS PROJECT, BOTH ON-
SITEAND OFF -SITE IN ORDER TO DEMONSTRATEAN OVERALL REDUCTION OF IMPERVIOUS SURFACE
NOTE: ALL UNITS IN ACRES
PROJECT PHASE
ON -SITE
PRE- DEV E30P.
3.2
POST- DEV FLOP,
2.58
NET CHANGE
-0.62
0.62 NET CHANGE IMPERVIOUS (AC)
FINDINGS:
IMPERVIOUS SURFACES SEE A NET DECREASE FOR THE PROPOSED IMPROVEMENTS. ACCORDINGLY, SINCE THE PROJECT
REDUCES NITROGEN LOADING COMPARED TO PRE -DEVELOPMENT CONDITIONS, THE DEVELOPMENT IS NOT SUBJECT TO ANY
FURTHER NITROGEN REDUCTION OR BUYDOWN PAYMENTS.

Stormwater Impact Analysis
For
1938 S. Wilmington St
City of Raleigh, North Carolina
Submitted to:
City of Raleigh
Public Works Department
Stormwater Utility
22 West Hargett Street
Raleigh, North Carolina 27601
Prepared for:
Raleigh Concrete, LLC
512 Nowell Road
Raleigh, North Carolina 27607
Prepared by:
PABST DESIGN GROLIP, PA
LNCINI_EK I NG & C0NSLlL'I INC.
Date: December 13, 2016
PDG Project No: 238-13
Sr p �1RB 2018
�RMwA4R pE�qC/n,
Mrr7lft
911 Paverstone Drive, Suite E - Raleigh, NC 27615 — Phone [phone] Fax [phone]

Permit wCo
».°=
aim
elk; W,
nciffRaw,
fill
gl,7 xj.:;
WWI It
, qw,
NPDES Stormwatet Program Permit
PERMIT NUMBER NCG140463
dW
'All a
�,Lp.z I F i� Q, 4 V" f! j I .
GAP
Op gpix
man 111�

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Wednesday, 12 / 14 / 2016
Oyd. No. 1
Pre-Dev Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 26.58 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 57,810 cult
Drainage area
= 6.160 ac
Curve number
= 94*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.42 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area1CN) = [(3.630 x 98) + (2.010 x 89) + (0.520 x 91)j 1 6 160
Q (cfs)
28,00
20.00
16.00
12.00
4.00
Pre-Dev Drainage Area
Hyd. No. 1 -- 2 Year
0.00
• D 120
Hyd No. 1
Q (cfs)
28.00
24.00
20,00
16.00
12.00
4.00
WNWATOI
240 360 480 600 720 840 960 1080 1200
Time (min)

Hydrograph Report
3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D8 2014 by Autodesk, Inc. 00.3
Hyd. No. 2
Past-Dev Drainage Area
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 4.430 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.42 in
Storm duration
= 24 hrs
. Composite (Area/CN) = [(1.960 x 89) + (0.380 x 98) + (2.090 x 91)] / 4.430
Wednesday, 1211412016
Peak discharge
= 17.68 cfs
Time to peak
= 716 min
Hyd. volume
= 37,169 cuft
Curve number
= 91*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post-Dev Drainage Area
Q (cfs) Hyd. No. 2 — 2 Year Q (cfs)
18.00 18.00
15.00 15.00*
12,00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Na. 2 Time (min)*Hyd

4
Hydrograph Summary Report
Hydraflow Hydrographs Extension For AuloCADS Civil 3D® 2014 by Autodesk. Inc. v10.3
Hyd.
Hydrograph
type
(origin)
Peak
flow
(cis)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
Description
1
SCS Runoff
39.99
2
716
89,482
----
--
------
Pre-Dev Drainage Area
2
SCS Runoff
27.47
2
716
59,448
— -
— —
---
Post-Dev Drainage Area
SIA_12-13-16_SAB.gpw
Return Period: 10 Year
Wednesday, 121 1412016

Hydrograph Report
5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.3
Hyd. No. 1
Pre-Dev Drainage Area
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 6.160 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.96 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(3.630 x 98) + (2.010 x 89) + (0.520 x 91)] 16.160
Wednesday, 1211412016
Peak discharge
= 39.99 cfs
Time to peak
= 716 min
Hyd. volume
= 89,482 tuft
Curve number
= 94*
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Pre-Dev Drainage Area
Q (cfs) Hyd. No. 1 -- 10 Year
40.00
30.00
20.00
10.00
Q (cfs)
40.00
0
30.00
20.00
10.00
n nn
0 120 240 360 480 600 720 840 960 1080 1200
No. 1 Time (min)*Hyd

Hydrograph Report
5
HydraFlow Hydrographs Extension for AutoCADS Civil 3D® 2014 by Autodesk, Inc. 00.3
eyd. No. 2
Past-Dev Drainage Area
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 4.430 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.96 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(1.960 x 89) + (0.380 x 98) + (2.090 x 91)1 / 4.430
Q (cfs)
28.00
16.00
12.00
4.00
0.00 -E
i0
120
Hyd No 2
Wednesday, 12114 12016
Peak discharge
= 27.47 cfs
Time to peak
= 716 min
Hyd. volume
= 59,448 cuft
Curve number
= 91"
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post-Dev Drainage Area
Hyd. No. 2 -- 10 Year
Q (cfs)
28.00
24.00
20,00
16.00
12.00
4.00
0.00
240 360 480 600 720 840 960 1080 1200
Time (min)

0
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.3
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow Interval Peak volume hyd(s) elevation strge used Description ,
(origin) (efs) (min) (min) (tuft) (ft) (tuft)
1 SGS Runoff 47.84 2
2 SCS Runoff 33.21 2
716 108.336
716 72.817
Pre-Dev Drainage Area
------ Post-Dev Drainage Area
SIA_12-13-16_SA$.gpw I Return Period: 25 Year I Wednesday, 12 / 14 / 2016

Hydrograph Report
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D& 2014 by Autodesk, Inc. v10.2
Syd. No. 1
Pre-Dev Drainage Area
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 6.160 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.87 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(3.630 x 98) + (2.010 x 89) + (0.520 x 91)1 16.160
Q (cfs)
50.00
I *
40,00
30.00
20.00
10.00
Wednesday, 121 1412016
Peak discharge
= 47.84 cfs
Time to peak
= 716 min
Hyd. volume
= 108,336 cuft
Curve number
= 94*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Pre-Dev Drainage Area
Hyd. No. 1 -- 25 Year
n nn
i
120 240 360 480 600 720 840
Hyd No. 1
Q (Cfs)
50.00
40.00
30.00
20.00
10.00
rri,
960 1080 1200
Time (min)

Hydrograph Report
7
Hydraftow Hydrographs Extension for AutoCAD@ Civil KM 2014 by Autodesk, Inc. 00.3
Hyd. No. 2
Past-Dev Drainage Area
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 4.430 ac
Basin Slope
= 0.0
Tc method
= User
Total precip.
= 5.87 in
Storm duration
= 24 hrs
" Composite (Area1CN) = [(1.960 x 89) + (0.380 x 98) + (2.090 x 91)] 14.430
0 (cfs
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Wednesday, 12 / 14 / 2016
•
Peak discharge
= 33.21 cfs
Time to peak
= 716 min
Hyd. volume
= 72,817 cult
Curve number
= 91
Hydraulic length
= 0 ft
Time of cons. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post -Deg Drainage Area
} Hyd. No 2 -- 25 Year
0 (cfs)
35.00
30.00 I
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Time (min)
Hyd No. 2

Hydraflow Rainfall Report
Hydraflow
Hydrographs
Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Return
Intensity -Duration -Frequency Equation Coefficients (FHA)
Period
-
(Yrs)
B
D E
(NIA)
1
--
61.0947
12.4000 0.8835
2
68,5799
12.5000 0.8687
---- --
3
0.0000
0.0000 0.0000
- - -
5
73.4952
12.9000 0.8380
I
--------
10
74.1278
12.6000 0,8085
i
25
62,3903
11.0000 0.7384
50
57.3640
10A000 0,6975
--
100
46.7062
7.0000 0.6561
File name:
Westborough Freq.IDF
Intensity = B / (Tc + D)AE
Return
Period
(Yrs) 5 min 1 10 15 20
.
1�
1
4.90
3.92
3.28
2.83
2
5.71
4,59
3.85
3.33
3
0.00
0.00
0.00
0.00
5
6.55
5.33
4.52
3.93
10
7.30
5.96
5.07
4.43
25
8.05
6.59
5.63
4.94
50
8.64
7.07
6.06
5.34
100
9.15
7.28
6.15
5.37
Tc = time in minutes. Values may exceed 60.
Sheetz at stb W
17�
8
Wednesday, 12 / 14 12016
Intensity
Values
(inlhr)
40
45
50
55
1.48
60
1.39
25
30
35
2.49
2.23
2.02
1.85
1.71
1.59
2.94
2.64
2.40
2.20
2.03
1.89
1.77
1.66
0.00
0.00
0.00
0.00
0.00
0,00
0.00
0.00
3.49
3.15
2.87
2.64
2.45
2.29
2,14
2.02
3.95
3.57
3.26
3.01
MO
2,62
2,46
2.32
4.43
4.02
3.69
3.42
3.19
3.00
2.83
2.68
4.80
4.37
4,03
3.74
3.50
3.30
3.12
2.96
4.81
4.37
4.02
3.74
3.50
3.29
3.11
2.96
_ nve
(Sh_ eetz I nc.)120 T_ ech D ocs o-b[ormwater impact Anmysiswesworougn vrecip.pcp
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10 yr
25-yr
50-yr
100-yr
SCS 24-hour
2.84
3.42
0.00
0.00
4.96
5.87
0.00
7.32
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0,00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0,00
0.00
0.00
0,00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00