20181351 Ver 1_Stormwater Info_20181005

TO: NCDEQ-DWR
401 & Buffer Permitting Branch
512 North Salisbury Street, 91h Floor
Raleigh, NC 27604
ATTENTION: Chonticha McDaniel
CE GROUP
301 GLENWOOD AVENUE, SUITE 220
RALEIGH, NC 27603
Phone: [phone]
E -Mail. mitch Acegro6Qinc.com
Transmittal
DATE: 10-05-2018
PROJECT NO: 200-107
CCEP — Lot #1
Sanford, Lee County, NC
Quantity
Drawing No.
Description
2
Sets
Revised Construction Drawings (Dated 1010512018)
1
Copy
Revised Engineering Calculations (Dated 1010512018)
1
Original/Copy
Stormwater Management Permit Application Form - Revised
1
Original
Wet Pond Supplement Form - Revised
1
Original
Wet Pond O&M Agreement - Revised
REMARKS Please let us know if you require any additional information.

DEMLR USE ONLY
Date Received Fee Paid Permit Number
Applicable Rules: ❑ Coastal SW -1995 0 Coastal SW - 2005 ❑ Ph II - Post Construction
(select all that appy) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
Thus form way be photocopied for rise as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
CCEP - Lot #1
2. Location of Project (street address):
Enterprise Park Drive
City:Sanford County:Lee Zip:27330
3. Directions to project (from nearest major intersection):
From the intersection of US -1 and Colon Road, head west on Colon road and then south on Enterprise Park
Drive. CCEP - Lot #1 is located on the Ease side of Enterprise Park Drive just south of the intersection with
Colon Road.
4. Latitude:35* 33'41" N Longitude:790 09' 25" W of the main entrance to the project,
IL PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tRenettrals tuith unodiftcations also requires SIVU-102 - Renetnai Application Fomi
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction ❑Not Started ❑Partially Completed* ❑ Completed* "17rovide a designers certification
2. Specify the type of project (check one):
®Law Density ❑High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, Iist the Stormwater project number,
if assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control: 14.14 ac of Disturbed Area
❑NPDES Industrial Stormwater ®404/401 Permit: Proposed Impacts N/A
b. If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit: Erosion Control - CCEP-Lot #1, LEE -2018-024, 06/04/2018 _
401 Permit- Lee Countv Industrial Park. 09-0597.02/01/2010
5. Is the project located within 5 miles of a public airport? ❑No ®Yes
If des, see S -L. 2072-200, Part VI: http://12ortal.ncdenr.org/web/Ir/rules-and-regulations
Form SWU-101 Version Oct. 31, 2013 Page 1 of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specificaIIy the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/ Organiza tion:CC Enterprise Park, LLC.
Signing Official & Title:Kirk T. Bradley/Manager
b. Contact information for person listed in item la above:
Street Address:603 Carthage Street, Suite 120
City:Sanford State:NC Zip:27330
Mailing Address (if applicable):603 Carthage Street, Suite 120
City:Sanford State:NC Zip:27330
Phone: (919 ) 895-6001 Fax: ( ) N/A
Email:KBradley®LMOC.net
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ DeveIoper* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/ Organization:
Signing Official & Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State: Zip,
Mailing Address (if applicable):
City: State: Zip:
Phone: ( 1
Email:
Fax: ( 1
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/ Organiza tion:Sa met Building Corporation
Signing Official & Title:Robbie Putnam
b. Contact information for person listed in item 3a above:
Mailing Address:309 GaIIimore Dairy Road, Suite 102
City:Greensboro State: NC Zip:27409
Phone: (336 _) 544-2600 Fax: ( ) N/A
Email:[e-mail]
4. Local jurisdiction for building permits: City of Sanford
Point of Contact: Chris Riggin Phone #: (919 ) 7184654 ext. 5361
Form SVYU-101 Version Oct. 31, 2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefiy summarize how the stormwater runoff wiII be treated.
Stormwater runoff will be collected on site in subsurface drainage and conveyed to a proposed water quality
pond which will discharge into existing low area to which the site currently drains.
a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW - 1995 ❑ Ph II -- Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 15.4 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) -Total Coastal Wetlands Area (5) -Total Surface Water Area (6) =Total Project
Area-'. 15,4 acres
Total project area shall be calculated to exclude the following: the normalpooI of inn ounded sfnrctures, the arca
between the banks of streams arid rivers, the area below fire Normal HigIr Water (NHM line or Morn High Water
W) line, arid coastal ivetlanrds landivard froprr the NHW (or MU line. Tire resultant project arca rs used to
calculate overall percent built upon area (BETA). Non -coastal zvetlauds lanrdevard of the NHW (o)-MHKg line ruay
be included in the total project area.
8_ Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 33.20 �o
9. How many drainage areas does the project have?2 (For high density, count 1 for each proposed engineered
storrrnvater BMP. For lozv densihj arid other projects, rise T for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2 Drainage Area _ Drainage Area
Receiving Stream Name
Gum Fork Creek
Gum Fork Creek
Stream Class *
WS -IV
WS -IV
Stream Index Number *
18-4-7-2
184-7-2
Total Drainage Area (so
600,312
505,604
On-site Drainage Area (so
574,080
87,094
Off-site Drainage Area (so
26,232
418,510
-Proposed Impervious Area"* (SO
362,353
0
Impervious Area** total
62.7
0
Impervious" Surface Area
Drainage Area 1
Drainage Area 2 Drainage Area Drainage Area _
On-site Buildings/Lots (so
117,133
0
On-site Streets (so
0
0
On-site Parking (so
7,455
0
On-site Sidewalks (so
1,220
0
Other on-site (so
38,459
0
Future (so
195,562
0
Off-site (sf)
2,524
4.467
Existing BUA*** (sf} 1
13,794
0
Total (so: 1
376,147
4,467
* Stream Class and Index Number can be deterruined at: lrttp.- portal.ncdeur.orgAvebAvq&s/esrr/classifrcatio)rs
** Inn pervious area is defined as Hee built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Foran SWU-101 Version Oct. 31, 2013 Page 3 of 6

*°* Report only that mnount of existing BUA that TvilI remain rafter development. Do not report any existing BUA that
is to be removed and Which Tvill be replaced by neTv B UA.
11. How was the off-site impervious area listed above determined? Provide documentation. Off-site impervious
area that is being12roposed outside of the property line.
Projects in Union CogM Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15A NC4CO2B
.0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from h!!p:ZZportal.ncdenr.org/webZwg/­ws/­suZbmR-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
hD://Mrtal.ncdenr.org/web/wq[ws/_u/statesw/forms docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http://12ortal.ncdenr.org/web/wg/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.org/web/wg/ws/su/statesw/forms docs.
Initials
1. Original and one copy of the Stormwa ter Management Permit Application Form. JMC
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants N. -:A
Form. (if required as per Part V11 brloav)
3. Original of the applicable Supplement Farms) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/onestopexRress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within lri mile of the site boundary, include the I i
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• DeIineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/ project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6
IMC
JMC
rMr
JMC

m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify IMC
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit jar DEMI.R to verifij the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 01417 Page No: 0326 IMC
11. For corporations and limited Iiability corporations (LLC): Provide documentation from the NC N/A
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 21-1.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
hgp://www.secretaiy.state.nc.us/Corporations/CSearch.as2x
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For ail subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from http://portal.ncdenr.org/web/Ir/state-stormwater-
forms docs. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding an all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer: Mitch Craig, -PE _
Consulting Firm: CE Group _Inc.
Mailing Address: 301 Glenwood Avenue, Suite 220
City: Raleigh_ State: NC Zip: 27603
Phone: ( 919 ) 367-8790 ext. 108 Fax: ( ) N/A _
Email: mitch® cegroupinc.com
IX. PROPERTY OWNER AUTHORIZATION (if Coli tact Information, item 2 has been filled out, complete this
section)
I, (print or hjpe name of person listed in Contact Information, item 2a) 'certify that I
own the property identified in this permit application, and thus give permission to (p)int or hype name of person
listed in Contact Inforruation, iters 1a) with (print or type name of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permiL I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature:
Date:
I, a Notary Public for the State of County of
_. . do hereby certify that
personally appeared
before me this _ day of . and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or type )iauie of person hsled in Coniaci Inforrrralion, ilent Ia)
certify that the information included on this permit application form is, to the best of my knowledge, c1hrrect and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H.1000 and any other applicable state stormwater requirements.
Signature:
Date: (7 3' O l
a Notary Public for the State of Q0ALY6 I iounty of
iL do hereby certify that personally appeared
before me this, day of.. a.t caDljS and ac owledge the due a cution of the application for
�4 _: -
a stormwater permit Witness my hand and official seal, _IP
,``t��titttt J Qrl�������
`p0
V Notery Public y
Wake
county
MY comm. Exp.
y 06.05-2021 er
'oRrNr CIARO�,``�.�"1111
My commission expires 0( . v(0 - 014
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O -eration_&.Mi4intenance A reement .
Project Name:
Project Location:
CCEP - Lot #1
SE Quadrant of Enterprise Park Dr and Colon Rd Intersection
Cover Page
Maintenance records shall be kept on the following BMP(s). This maintenance record shall be kept in a log in a known set location.
Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can
affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
The BMP(s) on this project include (check all that apply & cc
Bioretention Cell
Quantity:
Dry Detention Basin
Quantity:
Grassed Swale
Quantity:
Green Roof
Quantity.
Infiltration Basin
Quantity.
Infiltration Trench
Quantity:
Level Spreader/VFS
Quantity:
Permeable Pavement
Quantity:
Proprietary System
Quantity:
Rainwater Harvesting
Quantity:
Sand Filter
Quantity:
Stormwater Wetland
Quantity:
Wet Detention Basin
Quantity:
Disconnected Impervious Area
Present:
User Defined BMP
Present.
O&M tables will
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s).
Location(s):
Location(s):
Location(s):
Location(s):
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed
for each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any
changes to the system or responsible party.
Responsible Party:
Title & Organization -
Street address:
City, state, zip:
Phone number(s):
Email:
Signature
Kirk J. Bradley
Manager - CC Enterprise Park, LLC
603 Carthage Street, Suite 120
Sanford, NC 27330
[phone]
FK—[e-mail]
Date tCti
a Notary Public for the State of -k tA'g-al t
County of Wft it V do hearby certify that
personally appeared before me this day of - .l ► L r► and
acknowledge the due execution of the Operations and Maintenance Agreement
Witness my hand and official seal,
.,'`��P
JON
SD '
U Notary Public y
Wake
= county
My Comm- Exp.
06.06.2021 2Q
O `
O&M Manual
7=118
Page 1 of 5

Sea! My commission expires 040 - 0 (o - C� U o-1
STORM -EZ 7WO16
Version 14 O&M Manual Page 2 of 5

Wet Detention Pond Maintenance Requirements
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the vegetated filter if
one is provided.
Important maintenance procedures:
_ Immediately after the wet detention basin is established, the plants on the vegetated shelf and perimeter of the
basin should be watered twice weekly if needed, until the plants become established (commonly six weeks).
_ No portion of the wet detention pond should be fertilized after the first initial fertilization that is required to
establish the plants on the vegetated shelf.
_ Stable groundcover should be maintained in the drainage area to reduce the sediment load to the wet detention
basin.
If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the
- emergency drain should be minimized to the maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance should be kept in a
known set location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element:
Potential problem:
How I will remediate the problem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the BMP
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, and then plant a
erosive gullies have formed.
ground cover and water until it is established. Provide lime and a one
time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of approximately six inches.
long.
The inlet device
The pipe is clogged.
Unclog the pipe. Dispose of the sediment off-site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to smooth it over and provide erosion
swale.
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
Remove sediment and replace with clean stone.
covered in sediment (if
applicable).
The forebay
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than the
possible. Remove the sediment and dispose of it in a location where it
original design depth for
will not cause impacts to streams or the BMP.
sediment storage.
Erosion has occurred.
Provide additional erosion protection such as reinforced turf matting or
riprap if needed to prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the problem: soils, hydrology, disease, etc.
dying.
Remedy the problem and replace plants. Provide a one-time fertilizer
application to establish the ground cover if a soil test indicates it is
necessary.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying.
TORM-EZ 10/5/2018
'ersion 1.4 O&M Manual Page 3 of 5

Wet Detention Pond Maintenance Requirements (Continue } i
The main treatment area
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than the
possible. Remove the sediment and dispose of it in a location where it
original design sediment
will not cause impacts to streams or the BMP.
storage depth.
Algal growth covers over 50%
Consult a professional to remove and control the algal growth.
of the area.
Cattails, phragmites or other
Remove the plants by wiping them with pesticide (do not spray).
invasive plants cover 50% of
the basin surface.
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and consult a professional to remove
beaver activity is present.
beavers.
A tree has started to grow on
Consult a dam safety specialist to remove the tree.
the embankment.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the sediment off-site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Department of Environment and Natural
damage have occurred at the
Resources Regional Office.
outlet.
The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
TORM-EZ 10/5/2018
ersion 1.4 O&M Manual Page 4 of 5

Wet Detent on Pond Design Summary
Wet Pond Diagram
WET POND ID FOREBAY MAIN POND
Wet Pond #1
Permanent Pool EI.
240.5
Permanent Pool EI.
240.5
Temporary Pool El:
242.5
Temporary Pool EI:
242.5
Pretreatment other No
Clean Out Depth:
3
Clean Out Depth:
4.5
than forebay?
Sediment Removal EI:
237.5
Sediment Removal EI:
236
Has Veg. Filler? No
Bottom Elevation:
236.5
Bottom Elevation:
235
TORM-EZ 110/5/2018
'er5ion 1.4 O&M Manual Page 5 of 5

5.
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OWNER
CC ENTERPRISE PARK, LLC
603 CARTHAGE STREET, SUITE 120
SANFORD, NC 27330
PHONE: [phone]
CONTACT: KIRK BRADLEY
EMAIL: [e-mail]
DEVELOPER
SAMET CORPORATION
P.O. BOX 8050
GREENSBORO, NC 27419
PHONE: [phone]
CONTACT: BRIAN HALL
EMAIL: [e-mail]
SITE DATA
ENGINEER / SURVEYOR
CE GROUP, INC.
301 GLENWOOD AVENUE, SUITE 220
RALEIGH, NC 27603
PHONE: [phone] EXT. 108
CONTACT: MITCH CRAIG, PE
EMAIL: [e-mail]
LANDSCAPE ARCHITECT
CE GROUP, INC.
301 GLENWOOD AVENUE, SUITE 220
RALEIGH, NC 27603
PHONE: [phone] EXT. 102
CONTACT: JOE FAULKNER, RLA, ASLA
EMAIL: [e-mail]
SITE ADDRESS:
ENTERPRISE PARK DRIVE
PIN:
9655-38-0497-00
OWNER:
CC ENTERPRISE PARK LLC
DEVELOPERS:
SAMET CORPORATION
ZONING DISTRICT:
CCEP - C2
MUNICIPALITY:
SANFORD
WATERSHED:
CAPE FEAR
EXISTING SITE ACREAGE:
1,130,482 SF (25.95 AC)
PROPOSED SITE ACREAGE:
TRACT 1 = 15.4 ACRES
9
TRACT 2 = 10.6 ACRES
FLOOD ZONE: X
FEMA PANEL NUMBER: 3710965500J, DATED: 09/06/2006
EXISTING USE: VACANT
PROPOSED USE: INDUSTRIAL BUILDING
SETBACKS
FRONT (WEST):
30'
REAR (EAST):
0'
SIDE (NORTH/SOUTH):
0'
BUILDING HEIGHT:
31'-9.5"
BUILDING FLOORS:
1
GROSS FLOOR AREA:
117,133 SF
IMPERVIOUS SURFACE: 180,069 SF = 4.13 AC. (26.8% OF SITE)
TOTAL PARKING REQUIRED: 2 PER 3 EMPLOYEES @ MAX SHIFT x 30 EMPLOYEES = 20 SPACES
TOTAL PARKING PROVIDED: 20 SPACES
HANDICAP PARKING REQUIRED: 5 SPACES (PROPOSED AND FUTURE)
HANDICAP PARKING PROVIDED: 5 SPACES
CONSTRUCTION DRAWINGS
FOR
CCEP LOT #1
ENTERPRISE PARK DRIVE
SANFORD, NORTH CAROLINA 27330
MAY 912018
REVISED: MAY 24, 2018
REVISED: MAY 31, 2018
REVISED: JULY 18, 2018
REVISED: OCTOBER 5, 2018
VICINITY MAP
1 If
= 2000'
CE GROUP
301 GLENWOOD AVE. SUITE 220
RALEIGH,NC 27603
PHONE: [phone]
www.cegroupinc.com
INDEX OF DRAWINGS
1
COVER SHEET
2
EXISTING CONDITIONS / DEMOLITION PLAN
3
LAYOUT PLAN
4
EROSION CONTROL PLAN
5
GRADING AND STORM DRAINAGE PLAN
6
UTILITY PLAN
7A
STORMWATER MANAGEMENT PLAN
7B
STORMWATER MANAGEMENT PLANTING PLAN
8A
LANDSCAPE PLAN
9
SITE DETAILS
10
EROSION CONTROL DETAILS
11
EROSION CONTROL DETAILS
12 STORM DRAINAGE DETAILS
13 SANITARY SEWER DETAILS
14 WATER DETAILS
15 WATER DETAILS
A2.1 ARCHITECTURAL ELEVATIONS
A2.2 ENLARGED ELEVATIONS, PLANS AND SECTIONS
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STANDARDS.
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX: [phone]
www.cegroupinc.com
License # C-1739
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EXISTING STORM DRAINAGE PIPE
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GENERAL NOTES
1. BOUNDARY & TOPOGRAPHIC INFORMATION TAKEN FROM A SURVEY PREPARED BY THE CE GROUP INC.
DURING APRIL, 2018.
2. THE LOCATION OF EXISTING UNDERGROUND UTILITIES AS SHOWN (IF ANY) IS APPROXIMATE ONLY;
UTILITIES MAY EXIST WHICH ARE NOT SHOWN. CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL
PUBLIC OR PRIVATE UTILITIES WHICH LIE IN OR ADJACENT TO THE CONSTRUCTION SITE WITHIN THE
LIMITS OF ANY GRADING OR EXCAVATION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING
AT HIS EXPENSE, ANY EXISTING UTILITIES DAMAGED DURING CONSTRUCTION.
3. ANY ONSITE UTILITIES DESIGNATED TO BE RELOCATED, AS REQUIRED FOR CONSTRUCTION, WILL BE
DONE AT OWNER'S EXPENSE. CONTRACTOR TO CONTACT CITY OF SANFORD AND ANY APPLICABLE
UTILITY COMPANIES PRIOR TO RELOCATION.
4. DAMAGE DONE TO ANY ITEMS NOT SHOWN IN THESE PLANS TO BE REMOVED, ADDED, OR REPLACED
SHALL BE REPAIRED/REPLACED AT THE CONTRACTOR'S EXPENSE.
5. THERE ARE NO FLOODPLAINS ON THIS SITE AS SHOWN ON FEMA MAP #3710965500J DATED 09/06/2006.
6. HORIZONTAL DATUM: NAD83 (2011) NC STATE PLANE COORDINATE SYSTEM.
7. IT SHALL BE UNLAWFUL FOR ANY PERSON TO MAKE ANY EXCAVATION OR DO ANY OTHER WORK WHICH
MAY CAUSE A DANGEROUS CONDITION IN OR ON ANY STREET, ALLEY, SIDEWALK, PUBLIC WAY OR PUBLIC
PLACE IN THE CITY, UNLESS A WRITTEN PERMIT THEREFOR SHALL HAVE BEEN FIRST OBTAINED FROM AN
OFFICER OF THE CITY VESTED WITH AUTHORITY TO GRANT THE SAME. NO PERMIT SHALL BE ISSUED IN
ANY CASE WHERE A BOND IS REQUIRED, UNTIL A BOND SHALL HAVE BEEN EXECUTED.
8. THERE ARE NO AREAS OF ENVIRONMENTAL CONCERN OTHER THAN THOSE SHOWN.
9. THIS SITE LIES WITHIN THE CAPE FEAR WATERSHED.
DEMOLITION KEYNOTES
AO EXISTING TREES TO BE REMOVED
OEXISTING CULVERT PIPE TO BE REMOVED
EXISTING RIPRAP TO BE REMOVED
O
OD EXISTING UTILITY POLE TO BE REMOVED
EO EXISTING OVERHEAD UTILITY TO BE REMOVED
OF EXISTING TELEPHONE PEDESTAL TO BE REMOVED
OEXISTING FIBER OPTIC PEDESTAL TO BE RELOCATED. SEE UTILITY PLAN
�0000�
NORTH
60' 0 60' 120'
SCALE: 1" = 60'
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STANDARDS.
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
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ENTERPRISE PARK DRIVE
9655-38-0497-00
CC ENTERPRISE PARK LLC
SAMET CORPORATION
CCEP-C2
SANFORD
CAPE FEAR
1,130,482 SF (25.95 AC)
TRACT 1 = 15.4 ACRES
TRACT 2 = 10.6 ACRES
FLOOD ZONE: X
FEMA PANEL NUMBER: 3710965500J, DATED: 09/06/2006
EXISTING USE: VACANT
PROPOSED USE: INDUSTRIAL BUILDING
SETBACKS:
FRONT (WEST):
30'
REAR (EAST):
SITE ADDRESS:
s50106111"E
PIN:
23.90'
31'-9.5"
BUILDING FLOORS:
OWNER:
AM
DEVELOPERS:
S40°08'37"W
20.03'
ZONING DISTRICT:
TOTAL PARKING REQUIRED:
MUNICIPALITY:
�
'2y,
WATERSHED:
HANDICAP PARKING REQUIRED:
EXISTING SITE ACREAGE:
4F
PROPOSED SITE ACREAGE:
N/F
-RIASSIC LLC
N: 9656-40-4064
DB 1132 PG 648
PC 2008 PG 24
ENTERPRISE PARK DRIVE
9655-38-0497-00
CC ENTERPRISE PARK LLC
SAMET CORPORATION
CCEP-C2
SANFORD
CAPE FEAR
1,130,482 SF (25.95 AC)
TRACT 1 = 15.4 ACRES
TRACT 2 = 10.6 ACRES
FLOOD ZONE: X
FEMA PANEL NUMBER: 3710965500J, DATED: 09/06/2006
EXISTING USE: VACANT
PROPOSED USE: INDUSTRIAL BUILDING
SETBACKS:
FRONT (WEST):
30'
REAR (EAST):
0'
SIDE (NORTH/SOUTH):
0'
BUILDING HEIGHT:
31'-9.5"
BUILDING FLOORS:
1
GROSS FLOOR AREA:
117,133 SF
IMPERVIOUS SURFACE:
180,069 SF = 4.13 AC. (26.8% OF SITE)
TOTAL PARKING REQUIRED:
2 PER 3 EMPLOYEES @ MAX SHIFT x 30 EMPLOYEES = 20 SPACES
TOTAL PARKING PROVIDED:
20 SPACES
HANDICAP PARKING REQUIRED:
5 SPACES (PROPOSED AND FUTURE)
HANDICAP PARKING PROVIDED:
5 SPACES
N/F
CC ENTERPRISE PARK, LLC SITE KEYNOTES
/8.0' STREETYARD yvooy
BUFFER TRACT 1 F& ��0„
J / / PIN: 9655-38-0497 • O HEAVY DUTY ASPHALT PAVEMENT (SEE DETAIL 1, SHEET 9)
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ADA COMPLIANT ACCESSIBILITY RAMP
x / / (� 30" STANDARD CURB AND GUTTER
/
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/ 100,000 SF
CONCRETE WHEEL STOP (TYP.)
4' CHAINLINK FENCE
BOLLARD (TYP.)
/ / 3 .0,
J / / O HANDICAP PARKING (SEE DETAIL 5, SHEET 10)
4J HANDICAP SIGNAGE, SIGN TO BE "VAN ACCESSIBLE" (SEE DETAIL 1, SHEET 10)
0.
HANDICAP SIGNAGE, NOT VAN ACCESSIBLE (SEE DETAIL 1, SHEET 10)
o �
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10'x 70' SIGHT DISTANCE TRIANGLE (SEE NOTE 15 THIS SHEET)
C
VARIABLE WIDTH PRIVATE STORMWATER MAINTENANCE & ACCESS EASEMENT
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DB 1026 PG 9 I C I
PC 2010 PG 130 (A PORTION OF LOT 2) EX WETLANDS
PC 10 PG 26-D & E Cl\i
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AREA = 10.6 AC
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PROPERTY LINE (PL)
- -
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SIGN
SITE NOTES
1. BEFORE YOU DIG, STOP. CALL THE NC ONE -CALL CENTER AT 1-800-632-4949. IT'S THE LAW. EXISTING UTILITIES
ARE SHOWN FROM THE BEST AVAILABLE INFORMATION AND ARE APPROXIMATE. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO VERIFY THESE AND OTHER UTILITIES BEFORE STARTING CONSTRUCTION. NOTIFY UTILITY
LOCATING COMPANY (ONE CALL @ 1-800-632-4949) OR INDIVIDUAL UTILITY OWNERS FOR UNDERGROUND
LOCATIONS AT LEAST 48 HOURS IN ADVANCE.
2. CONTRACTOR SHALL CONTACT ALL OWNERS OF EASEMENTS, RIGHT-OF-WAYS AND UTILITIES, PUBLIC OR
PRIVATE, BEFORE WORKING IN THESE AREAS.
3. CONTRACTOR SHALL PUT INTO PLACE SUCH TEMPORARY EROSION CONTROL MEASURES AS INDICATED ON THE
PLANS. THESE MEASURES SHALL BE INSPECTED AND EVALUATED DURING CONSTRUCTION OPERATION FOR
THEIR EFFECTIVENESS IN PREVENTING EROSION MATERIAL AND SEDIMENT FROM DISCHARGING FROM THE WORK
AREA. IF REQUIRED, AND AS DIRECTED BY THE CITY INSPECTOR, ADDITIONAL TEMPORARY EROSION CONTROL
MEASURES SHALL BE INSTITUTED AND INSTALLED.
4. UNLESS EXPLICITLY SPECIFIED IN THESE PLANS, ALL CONSTRUCTION SHALL BE COMPLETED IN ACCORDANCE
WITH THE LATEST EDITION OF THE CITY OF SANFORD UNIFIED DEVELOPMENT ORDINANCE AND THE MANUAL OF
STANDARD DESIGNS AND DETAILS (MSDD), AND ALL OTHER APPLICABLE REGULATIONS AND GUIDELINES. IN THE
EVENT OF A DISCREPANCY BETWEEN THIS APPROVED PLAN AND THE APPLICABLE REGULATIONS OR GUIDELINES,
THE MORE STRINGENT SHALL APPLY. CONTRACTOR SHALL HAVE A CURRENT COPY OF THE MSDD ON SITE.
5. PROTECT ALL PROPERTY MONUMENTS AND PINS. MONUMENTS AND PINS THAT WILL BE DISTURBED DURING
CONSTRUCTION SHALL BE REFERENCED AND REPLACED BY A LICENSED LAND SURVEYOR AT A COST TO THE
CONTRACTOR.
6. CONTRACTOR SHALL MAINTAIN THE SITE IN A MANNER SUCH THAT WORKMEN AND THE PUBLIC WILL BE
PROTECTED FROM INJURY AND ADJOINING PROPERTY PROTECTED FROM DAMAGE.
7. CONTRACTOR SHALL REMOVE ALL TRASH AND DEBRIS FROM THE SITE UPON COMPLETION OF THE PROJECT AND
AT LEAST ONCE A WEEK DURING CONSTRUCTION. DEBRIS SHALL BE DISPOSED OF IN A PROPER AND LEGAL
MANNER. CONTRACTOR IS RESPONSIBLE FOR ANY FEES.
8. CONTRACTOR IS RESPONSIBLE FOR DAMAGE TO ANY EXISTING ITEM AND/OR MATERIAL DUE TO CONSTRUCTION
OPERATIONS. ALL STREET SURFACES, UTILITY POLES, CULVERTS, DITCHES, CURB AND GUTTER OR OTHER
STRUCTURES THAT ARE DISTURBED OR DAMAGED IN ANY MANNER AS A RESULT OF CONSTRUCTION SHALL BE
REPLACED OR REPAIRED BY THE CONTRACTOR IN ACCORDANCE WITH THE APPROPRIATE SPECIFICATIONS.
9. ALL PARKING LOT STRIPING AND DIRECTIONAL ARROWS TO BE PAINTED REFLECTIVE WHITE, TWO COATS.
10. IF DEPARTURES FROM THE DRAWINGS OR SPECIFICATIONS ARE DEEMED NECESSARY BY THE CONTRACTOR,
DETAILS OF SUCH DEPARTURES AND REASONS THEREOF SHALL BE SUBMITTED IN WRITING TO THE OWNER FOR
REVIEW. NO DEPARTURES FROM THE CONTRACT DOCUMENTS WILL BE ALLOWED WITHOUT APPROVAL BY THE
OWNER.
11. CONTRACTOR SHALL MAINTAIN AN "AS -BUILT" SET OF DRAWINGS TO RECORD THE EXACT LOCATION OF ALL
PIPING AND PIPE INVERT ELEVATIONS PRIOR TO CONCEALMENT. DRAWINGS SHALL BE GIVEN TO THE OWNER
UPON COMPLETION OF THE PROJECT.
12. ANY AND ALL QUANTITIES SHOWN OR IMPLIED ON THE PLANS ARE FOR ESTIMATION PURPOSES ONLY.
13. BUILDING DIMENSIONS SHOWN ARE APPROXIMATE. REFER TO ARCHITECTURAL DRAWINGS FOR EXACT BUILDING
DIMENSIONS.
14. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN FIELD
CONDITIONS WARRANT OFF-SITE GRADING, PERMISSION IN WRITING MUST BE OBTAINED FROM THE AFFECTED
PROPERTY OWNERS.
15. NO SIGHT OBSTRUCTING, OR PARTIALLY OBSTRUCTING WALL, FENCE, FOLIAGE, BERM, SIGN, PARKED VEHICLE,
OR OTHER OBJECT BETWEEN THE HEIGHTS OF TWO (2) FEET AND EIGHT (8) FEET ABOVE THE CURB LINE
ELEVATION (OR THE EDGE OF PAVEMENT IF NO CURB EXISTS) SHALL BE PLACED WITHIN A SIGHT TRIANGLE.
16. ALL RADII DIMENSIONS ARE TO FACE OF CURB AND HAVE A RADIUS OF 3.5' UNLESS OTHERWISE NOTED.
17. CONTRACTOR RESPONSIBLE FOR CONTACTING G.U.C. AFTER SITE PLAN APPROVAL, BUT PRIOR TO
CONSTRUCTION, IN ORDER TO DEVELOP A PARKING LOT LIGHTING PLAN AS REQUIRED PER JURISDICTIONAL
GUIDELINES. CONTRACTOR RESPONSIBLE FOR COORDINATION OF LIGHT POLES SO AS NOT TO CONFLICT WITH
PREVIOUSLY APPROVED LANDSCAPE AND HARDSCAPE ELEMENTS.
18. AREAS NOTED FOR TRAILS AND GREENWAYS AND / OR REQUIRED SIDEWALKS SHALL BE UNOBSTRUCTED FROM 6
INCHES BELOW GRADE TO 10 FEET ABOVE GRADE (OVERHEAD CLEARANCE). TELEPHONE PEDESTALS, ELECTRIC
TRANSFORMERS, DROP INLETS, FENCES, OR ANY OTHER OBSTRUCTIONS SHALL BE REMOVED AND / OR
RELOCATED IN ORDER TO CREATE AND MAINTAIN THIS CLEARANCE AND SHALL BE FREE OF CRACKS AND
DAMAGE PRIOR TO THE ISSUANCE OF A FINAL CERTIFICATE OF OCCUPANCY. SITE SUBJECT TO SANFORD
COMPREHENSIVE BICYCLE AND PEDESTRIAN PLAN.
19. ALL FORM WORK FOR CURB RAMPS TO BE INSPECTED AND APPROVED BY CITY OF SANFORD PUBLIC WORKS
PRIOR TO POURING CONCRETE.
NORTH
60' 0 60' 120'
SCALE: 1" = 60'
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STANDARDS.
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CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX: [phone]
www.cegroupinc.com
License # C-1739
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301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX: [phone]
www.cegroupinc.com
License # C-1739
Date:
05/09/2018
Scale:
1"=G0'
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Project No.
200-107
Computer Dwg. Name
200-107 - LOT 1 3 _AYOUT PLAK
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Project No.
200-107
Computer Dwg. Name
200-107 - LOT 1 3 _AYOUT PLAK
Sheet No:
3

(TAKEN FROMAS BUILT
DATED 0411012018)
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INSTALL NORTH AMERICAN j�/ �\ l'Ii
GREEN S150 TEMPORARY 4 -fl,
/ EROSION CONTROL MATTING / O
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DIVERSION DITCH #3 (PERMANENT)
LINE WITH NORTH AMERICAN
GREEN P300 PERMANENT EROSION
CONTROL MATTING (OR APPROVED
EQUAL). SEE ROLLED EROSION `/
CONTROL PRODUCT DETAIL ON
EX 36 &P SHEET 11.
CULVERT PIP� / � � / � '0
TEMPORARY
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DAM (TYP.)
SDMH 66 ?6p - - ISI I -III -III = SF DI A15 4
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INSTALLATION OF 1 ��-III hI III III -III III III -I I�1
DIVERSION DITCH #1 DIVERSION DITCH #4 (TEMPORARY)-
�� I V LINE WITH NORTH AMERICAN -III- III -III -III -III -III -III- �-III-
DI B5 GREEN P300 PERMANENT EROSION III III III III III III
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APPROXIMA TE L OCA TION OF J� / I �^ LAYDOWN AREA - -III EXISTING 16" 16"WATER MAIN / I SHEET 11. - - - - - _ - -
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/ LINE WITH NORTH AMERICAN GREEN S150
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ALL 3:1 SLOPES.
• / /
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ANENT DRAINAGE EASEMENT • B CB -A4
DB 1337 PG. 699
M82013 PG. 38-41 3 - / / / CB Al2 �_ 1
TEMPORARY 25'X 100'
CONSTRUCTION ENTRANCE
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TEMPORARY SKIMMER BASINS
PROPERTY LINE (PL)
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH STATE AND
Storage Volume (CF)
Surface Area (SF)
Bottom Dimensions (ft.)
Top Dimensions (ft.)
Emergency Spillway (ft.)
Skimmer Sizing
Baffle Locations
Basin ID
Drainage Area
Disturbed
Area
Required
Provided
Required
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Length
Width
Bottom
Elevation
Length
Width
Elevation
Length
Elevation
Head (in.)
Orifice Dia.
(in.)
(Distance from Invert of Weir, ft.)
TRB #1
13.44
12.39
22,302
64,886
15,550
20,666
See Plan
See Plan
241.00
See Plan
See Plan
247.00
42
245.50
5.00
4.10
See Plans
TEMPORARY CONSTRUCTION EASEMENT
RAINFALL EVENT. NEEDED REPAIRS WILL BE MADE IMMEDIATELY.
FES B
42
85.75
28
TEMPORARY STONE CHECK DAM
4. MAXIMUM GRADED SLOPE SHALL NOT EXCEED THREE (3) TO ONE (1).
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1. EXISTING UNDERGROUND STRUCTURES AND UTILITIES SHOWN ARE
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SILT FENCE OUTLET
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a
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DISCREPANCIES.
2. THE CONTRACTOR SHALL CONTACT NORTH CAROLINA ONE CALL AT
CURB INLET SILT SOCK
1-800-632-4949. THE CONTRACTOR SHALL CALL AT LEAST 48 HOURS
PRIOR TO ANY DIGGING.
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3. ALL WATER UTILITY CONSTRUCTION SHALL CONFORM TO THE CITY OF
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CONSTRUCTION ENTRANCE
SANFORD STANDARDS AND SPECIFICATIONS.
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EROSION CONTROL MATTING
02/02/2007.
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GREEN S150 TEMPORARY 4 -fl,
/ EROSION CONTROL MATTING / O
(OR APPROVED EQUAL) ON /
/ / ( ALL 3:1 SLOPES.
DIVERSION DITCH #3 (PERMANENT)
LINE WITH NORTH AMERICAN
GREEN P300 PERMANENT EROSION
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EQUAL). SEE ROLLED EROSION `/
CONTROL PRODUCT DETAIL ON
EX 36 &P SHEET 11.
CULVERT PIP� / � � / � '0
TEMPORARY
/ v STONE CHECK SF \
DAM (TYP.)
SDMH 66 ?6p - - ISI I -III -III = SF DI A15 4
, o A
EXFH PHASE 1 -III-III-III III -III III=III-III-III \
INSTALLATION OF 1 ��-III hI III III -III III III -I I�1
DIVERSION DITCH #1 DIVERSION DITCH #4 (TEMPORARY)-
�� I V LINE WITH NORTH AMERICAN -III- III -III -III -III -III -III- �-III-
DI B5 GREEN P300 PERMANENT EROSION III III III III III III
CONTROL MATTING (OR APPROVED
• �i EQUAL). SEE ROLLED EROSION STOCKPILE AND MATERIAL -III- -III- \
y CONTROL PRODUCT DETAIL ON III -III ��
APPROXIMA TE L OCA TION OF J� / I �^ LAYDOWN AREA - -III EXISTING 16" 16"WATER MAIN / I SHEET 11. - - - - - _ - -
(TAKEN FROMAS-BUILT J III I� III III III III III
DATED 04110120 13) -I I� III -III -I 1- 1- 1- - III- 1=1
J TEMPORARY 15'X 15' III l� III III -III I. -III-� III III III III
CONCRETE WASHOUT
��I-III�III-III=III-III-III=III-III-III-III-VIII
/ �� � -255 \ -III-III=III-III-III--III-III-III-III-III-III
III=1 I I -III --1 I I -III -III -III -III -III-
/ % DIVERSION DITCH #1 (PERMANENT)=III-III-III-
/ LINE WITH NORTH AMERICAN GREEN S150
• / / PERMANENT EROSION CONTROL MATTING (OR III-III-III=III
APPROVED EQUAL). SEE ROLLED EROSION -III -
I I CONTROL PRODUCT DETAIL ON SHEET 1`1. -IIICID
\ \ CB A14
TEMP. INLET \� o CD o Oo �, �� ` \
PROTECTION
INSTALL NORTH AMERICAN / / j (TYP)
GREEN S150 TEMPORARY
EROSION CONTROL MATTING
(OR APPROVED EQUAL) ON • / CB -A8
ALL 3:1 SLOPES.
• / /
CB -A7
/% �- CB A13 0
SILT FENCE I I I I J \ SILT FENCE
(TYP) � (T/)
Q / / CB -A6
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TEMP. INLET
PROTECTION
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&SdD NAIL WIG I
\ TEMPORARY HORSESHOE / CB -A5
\ INLET PROTECTION DI / / ±f I7�133 S a
\ � J � /
J /
Y FH
DI 133
ANENT DRAINAGE EASEMENT • B CB -A4
DB 1337 PG. 699
M82013 PG. 38-41 3 - / / / CB Al2 �_ 1
TEMPORARY 25'X 100'
CONSTRUCTION ENTRANCE
NH
85
74
66
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18)
001
•: Gam' �• \ �, �` ������ � - . <
viii ♦ � • � � �I� iul +++�� -
ho
o� o
moi/ / •
TEMPORARY SKIMMER BASINS
PROPERTY LINE (PL)
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH STATE AND
Storage Volume (CF)
Surface Area (SF)
Bottom Dimensions (ft.)
Top Dimensions (ft.)
Emergency Spillway (ft.)
Skimmer Sizing
Baffle Locations
Basin ID
Drainage Area
Disturbed
Area
Required
Provided
Required
Provided
Length
Width
Bottom
Elevation
Length
Width
Elevation
Length
Elevation
Head (in.)
Orifice Dia.
(in.)
(Distance from Invert of Weir, ft.)
TRB #1
13.44
12.39
22,302
64,886
15,550
20,666
See Plan
See Plan
241.00
See Plan
See Plan
247.00
42
245.50
5.00
4.10
See Plans
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LIMITS OF DISTURBANCE
(TYP)
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INSTALL NORTH AMERICAN
GREEN S150 TEMPORARY
EROSION CONTROL MATTING
(OR APPROVED EQUAL) ON
ALL 3:1 SLOPES.
EROSION CONTROL NOTES LEGEND
5. INSTREAM WORK SHALL BE PROHIBITED FROM MARCH 15 THROUGH
JUNE 30 TO MINIMIZE IMPACTS TO SPAWNING FISH.
6. TOPOGRAPHIC AND BOUNDARY INFORMATION PROVIDED BY CE GROUP,
INC. RALEIGH, NC.
NCDENR SELF -INSPECTION PROGRAM
THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO
REQUIRE THAT PERSONS RESPONSIBLE FOR LAND -DISTURBING ACTIVITIES
INSPECT A PROJECT AFTER EACH PHASE OF THE PROJECT TO MAKE SURE
THAT THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN IS BEING
FOLLOWED.
RULES DETAILING THE DOCUMENTATION OF THESE INSPECTIONS TAKE
EFFECT OCTOBER 1, 2010.
THE SELF -INSPECTION PROGRAM IS SEPARATE FROM THE WEEKLY
SELF-MONITORING PROGRAM OF THE NPDES STORMWATER PERMIT FOR
CONSTRUCTION ACTIVITIES. THE FOCUS OF THE SELF -INSPECTION REPORT IS
THE INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENTATION
CONTROL MEASURES ACCORDING TO THE APPROVED PLAN. THE
INSPECTIONS SHOULD BE CONDUCTED AFTER EACH PHASE OF THE PROJECT,
AND CONTINUED UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
THE SELF -INSPECTION REPORT FORM IS AVAILABLE AS AN EXCEL
SPREADSHEET FROM THE LAND QUALITY WEB SITE,
http://porta1.ncdenr.org/web/Ir/erosion
EROSION CONTROL CONSTRUCTION SEQUENCE
1. CONTACT RALEIGH REGIONAL OFFICE OF THE NORTH CAROLINA DIVISION OF ENVIRONMENT AND NATURAL RESOURCES, DEPARTMENT OF ENVIRONMENTAL QUALITY
FOR A PRE -CONSTRUCTION MEETING.
2. THE CONTRACTOR SHALL KEEP A COPY OF THE APPROVED EROSION CONTROL PLANS ON SITE AT ALL TIMES.
3. ESTABLISH THE LIMITS OF DISTURBANCE AND INSTALL TEMPORARY CONSTRUCTION ENTRANCE, PERIMETER SILT FENCES THROUGHOUT THE ENTIRE PROJECT, AND
TEMPORARY SILT FENCE OUTLETS PER THE APPROVED PLANS. SEED, MULCH, LINE AND ANCHOR ALL DIVERSIONS IMMEDIATELY UPON COMPLETION OF
CONSTRUCTION.
4. ONCE THE PREVIOUS MEASURES ARE INSTALLED, CLEAR ONLY AS REQUIRED TO INSTALL TEMPORARY SKIMMER BASIN, CONSTRUCT POND OUTLET STRUCTURE AND
PIPES, TEMPORARY DIVERSION DITCHES #1, 2, AND 3), AND OTHER TEMPORARY MEASURES AS SHOWN ON THE APPROVED PLAN. SEED, MULCH, LINE AND ANCHOR
TEMPORARY SKIMMER BASIN AND ALL DIVERSIONS IMMEDIATELY UPON COMPLETION OF CONSTRUCTION.
5. INSTALL DIVERSION DITCH #1 AND PIPE SYSTEM B. ONLY INSTALL THE PORTION OF DIVERSION DITCH #1 THAT IS LABELED AS PHASE #1. DO NOT CONNECT THE
DIVERSION TO THE EXISTING DRAINAGE PATTERN. THE EXISTING SWALE THAT DRAINS THROUGH THE MIDDLE OF THE SITE WILL NEED TO REMAIN IN USE UNTIL
DIVERSION DITCH - PHASE #1 IS STABILIZED.
6. CALL NCDEQ AND REQUEST AN INSPECTION OF SEDIMENTATION CONTROL MEASURES BEFORE PROCEEDING.
7. INSPECT SEDIMENT AND EROSION CONTROL DEVICES AT LEAST ONCE A WEEK, AND WITHIN 24 HOURS AFTER ANY STORM EVENT GREATER THAN ONE HALF INCH
(WITHIN A 24-HOUR PERIOD), TO ENSURE THEY ARE OPERATING PROPERLY AND IF MAINTENANCE IS REQUIRED. TAKE IMMEDIATE CORRECTIVE ACTION FOR ANY
DEVICE FAILURE.
8. ONCE APPROVED, BEGIN CLEARING AND GRUBBING OPERATIONS. CLEARING AND GRUBBING SHALL BE DONE ONLY IN AREAS WHERE EARTHWORK WILL BE
PERFORMED AND ONLY IN AREAS WHERE WORK IS PLANNED TO COMMENCE WITHIN 15 DAYS AFTER CLEARING AND GRUBBING.
9. COMMENCE SITE GRADING BY STRIPPING TOPSOIL AND STOCKPILING. INSTALL SILT FENCE AND SILT FENCE OUTLETS ON DOWNHILL SIDES OF ANY STOCK PILE
MATERIAL. DISPOSAL OF ANY EXCESS MATERIAL(S) TO BE TAKEN OFF-SITE, SHALL BE DONE SO IN A MANNER THAT MEETS THE CONDITIONS OF LOCAL, STATE AND
FEDERAL REGULATIONS. INSTALL STORM DRAINAGE PIPING, CATCH BASINS/INLETS AND SITE UTILITIES AS SITE IS BEING BROUGHT UP TO FINAL GRADE. PLACE
INLET PROTECTION AROUND STORM DRAINAGE STRUCTURES ONCE INSTALLED.
10. ANY BORROW MATERIAL BROUGHT ONTO THIS SITE MUST BE FROM A LEGALLY OPERATED MINE OR OTHER APPROVED SOURCE. ANY SOIL WASTE THAT LEAVES THIS
SITE CAN BE TRANSPORTED TO A PERMITTED MINE OR SEPARATELY PERMITTED CONSTRUCTION SITE(S) WITHOUT ADDITIONAL PERMITS UNDER NCGS 74-49(7)(D).
BORROW AND/OR DISPOSAL AT ANY OTHER LOCATION WOULD HAVE TO BE INCLUDED AS A PERMIT REVISION FOR THIS APPROVAL.
11. BRING SITE TO FINAL GRADE AND BEGIN EXCAVATION OF PARKING LOT, DRIVEWAYS, REAR TRUCK DELIVERY AREAS, GRAVEL DRIVE AND BUILDING FOUNDATION.
12. INSTALL CURB AND GUTTER, STONE BASE FOR THE PARKING LOT, DELIVERY AREA, AND GRAVEL DRIVE. CONSTRUCT BUILDING.
13. ONCE EARTH DISTURBING ACTIVITIES ARE COMPLETE, PAVE THE PARKING LOT, DRIVEWAYS AND CONCRETE IN THE DELIVERY AREA BEHIND THE BUILDING. SEED,
MULCH AND INSTALL LANDSCAPING ALONG WITH OTHER GROUND COVER.
14. PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN THE TIME FRAME(S) AS SHOWN ON THE APPROVED GRADING PERMIT. EROSION
CONTROL MEASURES MUST REMAIN IN PLACE UNTIL GROUND COVER IS SUFFICIENT TO RESTRAIN EROSION.
15. REQUEST FINAL APPROVAL BY ENVIRONMENTAL INSPECTOR. IF THE INSPECTOR IS SATISFIED WITH UPSTREAM PERMANENT GROUND COVER, BEGIN REMOVING
TEMPORARY EROSION CONTROL MEASURES.
16. AFTER STABILIZATION HAS OCCURRED REMOVE SEDIMENT FROM SKIMMER BASIN AND CONVERT TO PERMANENT WET POND.
"CONTRACTOR TO REESTABLISH TEMPORARY DIVERSION SWALES AT THE END OF EACH DAY TO ENSURE DRAINAGE TO THE APPROPRIATE STRUCTURE.
LIMITS OF DISTURBANCE
(609,593 SF = 13.99 AC.)
RIPRAP OUTLET DI%SSIPATOR TABLE
PROPERTY LINE (PL)
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH STATE AND
APRON
APRON
LOCAL REQUIREMENTS.
R/W
RIGHT-OF-WAY LINE
OUTLET
PIPE DIA.
SETBACK LINE
2. SUFFICIENT EROSION CONTROL PRACTICES MUST BE INSTALLED AND
WIDTH
UTILITY EASEMENT
MAINTAINED TO RETAIN SEDIMENT WITHIN THE BOUNDARIES OF THE
RIPRAP
EXISTING MAJOR CONTOUR
SITE. GROUND COVER STABILIZATION SHALL BE IN ACCORDANCE
(CFS)
(FT)
WITH NPDES PERMIT AND STABILIZATION CHART ABOVE.
(IN)
EXISTING MINOR CONTOUR
TEMPORARY GROUND COVER WILL BE INSTALLED ON ALL EXPOSED
140
PROPOSED MAJOR CONTOUR
SLOPES IN 7 OR 14 DAYS. PERMANENT GROUND COVER WILL BE
139
PROPOSED MINOR CONTOUR
INSTALLED ON EXPOSED SLOPES WITHIN 15 WORKING DAYS OR 90
SF SF
PROPOSED SILT FENCE
CALENDAR DAYS (WHICHEVER IS SHORTER), FOLLOWING
TP TP
PROPOSED TREE PROTECTION FENCE
COMPLETION OF CONSTRUCTION OR DEVELOPMENT.
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PROPOSED LIMITS OF DISTURBANCE
3. MAINTENANCE: ALL EROSION AND SEDIMENT CONTROL PRACTICES
-
TEMPORARY DIVERSION DITCH
TO BE INSPECTED WEEKLY AND AFTER EVERY RUNOFF PRODUCING
TCE
TEMPORARY CONSTRUCTION EASEMENT
RAINFALL EVENT. NEEDED REPAIRS WILL BE MADE IMMEDIATELY.
FES B
42
85.75
28
TEMPORARY STONE CHECK DAM
4. MAXIMUM GRADED SLOPE SHALL NOT EXCEED THREE (3) TO ONE (1).
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5. SEE SHEETS 11 & 12 FOR EROSION CONTROL DETAILS.
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CONCRETE WASHOUT
GENERAL CONSTRUCTION NOTES
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1. EXISTING UNDERGROUND STRUCTURES AND UTILITIES SHOWN ARE
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SILT FENCE OUTLET
THE CONTRACTOR SHALL FIELD VERIFY CONDITIONS , INCLUDING THE
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STARTING CONSTRUCTION AND NOTIFY THE ENGINEER OF ANY
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RIP -RAP OUTLET DISSIPATOR
DISCREPANCIES.
2. THE CONTRACTOR SHALL CONTACT NORTH CAROLINA ONE CALL AT
CURB INLET SILT SOCK
1-800-632-4949. THE CONTRACTOR SHALL CALL AT LEAST 48 HOURS
PRIOR TO ANY DIGGING.
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3. ALL WATER UTILITY CONSTRUCTION SHALL CONFORM TO THE CITY OF
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CONSTRUCTION ENTRANCE
SANFORD STANDARDS AND SPECIFICATIONS.
4. THE SUBJECT PROPERTY IS NOT LOCATED WITHIN 100 YEAR FLOOD
PLAIN ACCORDING TO FEMA MAP NUMBER 3720071700K DATED
EROSION CONTROL MATTING
02/02/2007.
5. INSTREAM WORK SHALL BE PROHIBITED FROM MARCH 15 THROUGH
JUNE 30 TO MINIMIZE IMPACTS TO SPAWNING FISH.
6. TOPOGRAPHIC AND BOUNDARY INFORMATION PROVIDED BY CE GROUP,
INC. RALEIGH, NC.
NCDENR SELF -INSPECTION PROGRAM
THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO
REQUIRE THAT PERSONS RESPONSIBLE FOR LAND -DISTURBING ACTIVITIES
INSPECT A PROJECT AFTER EACH PHASE OF THE PROJECT TO MAKE SURE
THAT THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN IS BEING
FOLLOWED.
RULES DETAILING THE DOCUMENTATION OF THESE INSPECTIONS TAKE
EFFECT OCTOBER 1, 2010.
THE SELF -INSPECTION PROGRAM IS SEPARATE FROM THE WEEKLY
SELF-MONITORING PROGRAM OF THE NPDES STORMWATER PERMIT FOR
CONSTRUCTION ACTIVITIES. THE FOCUS OF THE SELF -INSPECTION REPORT IS
THE INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENTATION
CONTROL MEASURES ACCORDING TO THE APPROVED PLAN. THE
INSPECTIONS SHOULD BE CONDUCTED AFTER EACH PHASE OF THE PROJECT,
AND CONTINUED UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
THE SELF -INSPECTION REPORT FORM IS AVAILABLE AS AN EXCEL
SPREADSHEET FROM THE LAND QUALITY WEB SITE,
http://porta1.ncdenr.org/web/Ir/erosion
EROSION CONTROL CONSTRUCTION SEQUENCE
1. CONTACT RALEIGH REGIONAL OFFICE OF THE NORTH CAROLINA DIVISION OF ENVIRONMENT AND NATURAL RESOURCES, DEPARTMENT OF ENVIRONMENTAL QUALITY
FOR A PRE -CONSTRUCTION MEETING.
2. THE CONTRACTOR SHALL KEEP A COPY OF THE APPROVED EROSION CONTROL PLANS ON SITE AT ALL TIMES.
3. ESTABLISH THE LIMITS OF DISTURBANCE AND INSTALL TEMPORARY CONSTRUCTION ENTRANCE, PERIMETER SILT FENCES THROUGHOUT THE ENTIRE PROJECT, AND
TEMPORARY SILT FENCE OUTLETS PER THE APPROVED PLANS. SEED, MULCH, LINE AND ANCHOR ALL DIVERSIONS IMMEDIATELY UPON COMPLETION OF
CONSTRUCTION.
4. ONCE THE PREVIOUS MEASURES ARE INSTALLED, CLEAR ONLY AS REQUIRED TO INSTALL TEMPORARY SKIMMER BASIN, CONSTRUCT POND OUTLET STRUCTURE AND
PIPES, TEMPORARY DIVERSION DITCHES #1, 2, AND 3), AND OTHER TEMPORARY MEASURES AS SHOWN ON THE APPROVED PLAN. SEED, MULCH, LINE AND ANCHOR
TEMPORARY SKIMMER BASIN AND ALL DIVERSIONS IMMEDIATELY UPON COMPLETION OF CONSTRUCTION.
5. INSTALL DIVERSION DITCH #1 AND PIPE SYSTEM B. ONLY INSTALL THE PORTION OF DIVERSION DITCH #1 THAT IS LABELED AS PHASE #1. DO NOT CONNECT THE
DIVERSION TO THE EXISTING DRAINAGE PATTERN. THE EXISTING SWALE THAT DRAINS THROUGH THE MIDDLE OF THE SITE WILL NEED TO REMAIN IN USE UNTIL
DIVERSION DITCH - PHASE #1 IS STABILIZED.
6. CALL NCDEQ AND REQUEST AN INSPECTION OF SEDIMENTATION CONTROL MEASURES BEFORE PROCEEDING.
7. INSPECT SEDIMENT AND EROSION CONTROL DEVICES AT LEAST ONCE A WEEK, AND WITHIN 24 HOURS AFTER ANY STORM EVENT GREATER THAN ONE HALF INCH
(WITHIN A 24-HOUR PERIOD), TO ENSURE THEY ARE OPERATING PROPERLY AND IF MAINTENANCE IS REQUIRED. TAKE IMMEDIATE CORRECTIVE ACTION FOR ANY
DEVICE FAILURE.
8. ONCE APPROVED, BEGIN CLEARING AND GRUBBING OPERATIONS. CLEARING AND GRUBBING SHALL BE DONE ONLY IN AREAS WHERE EARTHWORK WILL BE
PERFORMED AND ONLY IN AREAS WHERE WORK IS PLANNED TO COMMENCE WITHIN 15 DAYS AFTER CLEARING AND GRUBBING.
9. COMMENCE SITE GRADING BY STRIPPING TOPSOIL AND STOCKPILING. INSTALL SILT FENCE AND SILT FENCE OUTLETS ON DOWNHILL SIDES OF ANY STOCK PILE
MATERIAL. DISPOSAL OF ANY EXCESS MATERIAL(S) TO BE TAKEN OFF-SITE, SHALL BE DONE SO IN A MANNER THAT MEETS THE CONDITIONS OF LOCAL, STATE AND
FEDERAL REGULATIONS. INSTALL STORM DRAINAGE PIPING, CATCH BASINS/INLETS AND SITE UTILITIES AS SITE IS BEING BROUGHT UP TO FINAL GRADE. PLACE
INLET PROTECTION AROUND STORM DRAINAGE STRUCTURES ONCE INSTALLED.
10. ANY BORROW MATERIAL BROUGHT ONTO THIS SITE MUST BE FROM A LEGALLY OPERATED MINE OR OTHER APPROVED SOURCE. ANY SOIL WASTE THAT LEAVES THIS
SITE CAN BE TRANSPORTED TO A PERMITTED MINE OR SEPARATELY PERMITTED CONSTRUCTION SITE(S) WITHOUT ADDITIONAL PERMITS UNDER NCGS 74-49(7)(D).
BORROW AND/OR DISPOSAL AT ANY OTHER LOCATION WOULD HAVE TO BE INCLUDED AS A PERMIT REVISION FOR THIS APPROVAL.
11. BRING SITE TO FINAL GRADE AND BEGIN EXCAVATION OF PARKING LOT, DRIVEWAYS, REAR TRUCK DELIVERY AREAS, GRAVEL DRIVE AND BUILDING FOUNDATION.
12. INSTALL CURB AND GUTTER, STONE BASE FOR THE PARKING LOT, DELIVERY AREA, AND GRAVEL DRIVE. CONSTRUCT BUILDING.
13. ONCE EARTH DISTURBING ACTIVITIES ARE COMPLETE, PAVE THE PARKING LOT, DRIVEWAYS AND CONCRETE IN THE DELIVERY AREA BEHIND THE BUILDING. SEED,
MULCH AND INSTALL LANDSCAPING ALONG WITH OTHER GROUND COVER.
14. PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN THE TIME FRAME(S) AS SHOWN ON THE APPROVED GRADING PERMIT. EROSION
CONTROL MEASURES MUST REMAIN IN PLACE UNTIL GROUND COVER IS SUFFICIENT TO RESTRAIN EROSION.
15. REQUEST FINAL APPROVAL BY ENVIRONMENTAL INSPECTOR. IF THE INSPECTOR IS SATISFIED WITH UPSTREAM PERMANENT GROUND COVER, BEGIN REMOVING
TEMPORARY EROSION CONTROL MEASURES.
16. AFTER STABILIZATION HAS OCCURRED REMOVE SEDIMENT FROM SKIMMER BASIN AND CONVERT TO PERMANENT WET POND.
"CONTRACTOR TO REESTABLISH TEMPORARY DIVERSION SWALES AT THE END OF EACH DAY TO ENSURE DRAINAGE TO THE APPROPRIATE STRUCTURE.
LIMITS OF DISTURBANCE
(609,593 SF = 13.99 AC.)
RIPRAP OUTLET DI%SSIPATOR TABLE
APRON
APRON
APRON
dao
OUTLET
PIPE DIA.
Q25 DISCIARGE
LENGTH
WIDTH
THICKNESS
ROCK
RIPRAP
ID
(IN)
(CFS)
(FT)
(FT)
(IN)
SIZE (IN)
LASS
CLASS
POND
18
21.66
12
5
23
10
1
OUTLET
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42
58.86
28
11
23
10
1
FES B
42
85.75
28
11
23
10
1
NORTH
60' 0 60' 120'
SCALE: 1" = 60'
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STANDARDS.
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
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CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
Date:
05/09/2018
Scale:
1"=G0'
Drawn:
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Checked:
JMC
Project No.
200-107
Computer Dwcg. Name
200-107 - LOT 1 4 ER0510N CONTROL
Sheet No:
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200-107
Computer Dwcg. Name
200-107 - LOT 1 4 ER0510N CONTROL
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PROPERTY LINE (PL)
R/W RIGHT-OF-WAY LINE
SETBACK LINE
UTILITY EASEMENT
-140- EXISTING MAJOR CONTOUR
139 EXISTING MINOR CONTOUR
140 PROPOSED MAJOR CONTOUR
139 PROPOSED MINOR CONTOUR
PROPOSED STORM DRAINAGE PIPE
SS PROPOSED GRAVITY SEWER
W PROPOSED WATER LINE
TP TP PROPOSED TREE PROTECTION FENCE
LD LD PROPOSED LIMITS OF DISTURBANCE
PROPOSED RETAINING WALL
❑ FLARED END SECTION
• STORM MANHOLE
■ YARDINLET
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FLOW ARROW
100.0'
O� PROPOSED SPOT ELEVATION
O- TW=100.0' PROPOSED GRADE AT TOP OF WALL
LBW=100.0' PROPOSED GRADE AT BOTTOM OF WALL
GENERAL GRADING NOTES
1. REFER TO THE SITE PLAN FOR RELATED NOTES.
1. BOUNDARY & TOPOGRAPHIC INFORMATION TAKEN FROM A SURVEY PREPARED BY THE CE GROUP INC. DURING APRIL, 2018.
2. FINISHED WALK AND CURB ELEVATIONS SHALL BE 6" ABOVE FINISH PAVEMENT GRADE UNLESS NOTED DIFFERENTLY IN THE PLANS.
3. THE CONTRACTOR SHALL NOTE THAT THE PLANS ARE SCHEMATIC IN NATURE AND DO NOT SHOW EVERY OFFSET, TRANSITION,
GRADE CHANGE, ETC. THAT MAY BE REQUIRED FOR A COMPLETE AND WORKING SYSTEM.
4. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES BEFORE BEGINNING CONSTRUCTION.
5. CONTRACTOR SHALL BLEND NEW EARTHWORK SMOOTHLY TO TRANSITION BACK TO EXISTING GRADE.
6. ALL FILL TO BE COMPACTED TO 98% DRY DENSITY (STANDARD PROCTOR) UNDER PAVEMENT AND BUILDING PAD OR AS SPECIFIED IN
PROJECT GEOTECHNICAL REPORT BY OTHERS..
7. THE PROPOSED CONTOURS SHOWN ARE FINISHED ELEVATIONS. REFER TO PAVEMENT AND SIDEWALK DETAILS TO ESTABLISH
CORRECT SUB -BASE OR AGGREGATE BASE COURSE ELEVATIONS TO BE COMPLETED UNDER THIS CONTRACT.
8. CONTRACTOR SHALL ENSURE POSITIVE DRAINAGE SO THAT RUNOFF WILL FLOW BY GRAVITY AWAY FROM BUILDING(S) AND ACROSS
NEW PAVEMENT AND/OR LANDSCAPE AREAS TO NEW OR EXISTING STORM DRAIN INLETS, SWALES, DITCHES OR OVERLAND SHEET
FLOW.
9. GRADE BUILDING PAD TO A LEVEL BELOW FINISHED FLOOR EQUAL TO THE FLOOR SLAB THICKNESS TO AN ACCURACY OF 1/10th OF A
FOOT.
10. TO MINIMIZE DAMAGE TO EXISTING TREES NEAR THE INTERIOR EDGE OF BUFFERS AND STREETSCAPE, THE CONTRACTOR SHALL
CUT MINIMUM 2' TRENCHES ALONG THE LIMITS OF DISTURBANCE, SO AS TO CUT, RATHER THAN TEAR, ROOTS.
11. ALL STORM DRAINAGE PIPING SHALL BE CLASS III REINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED.
12. THE EXISTING DITCH BANKS ARE NOT TO BE DISTURBED AND IF EXISTING DITCH BANKS ARE DISTURBED, THEY SHALL BE REGARDED
TO HAVE 3:1 OR FLATTER SIDE SLOPES AND THE CENTERLINE GRADED TO PRODUCE POSITIVE DRAINAGE.
13. THE OWNER OF THIS PROJECT MAY BE ELIGIBLE FOR A PARTIAL REDUCTION IN THE MONTHLY STORMWATER FEE THAT WILL BE
ASSOCIATED WITH THIS DEVELOPMENT. TO QUALIFY FOR A FEE CREDIT THE OWNER WILL NEED TO PROVIDE A COMPLETED CREDIT
APPLICATION, COPY OF THE CITY OR STATE ISSUED STORMWATER PERMIT AND A COPY OF THE SITE PLAN. THIS SHOULD NOT BE
DONE PRIOR TO THE PROJECT BEING COMPLETED
14. AREAS NOTED FOR TRAILS AND GREENWAYS AND/OR REQUIRED SIDEWALKS SHALL BE UNOBSTRUCTED FROM 6" BELOW GRADES TO
10' ABOVE GRADE (OVERHEAD CLEARANCE). TELEPHONE PEDESTALS, ELECTRIC TRANSFORMERS, DROP INLETS, FENCES, AND/OR
ANY OTHER OBSTRUCTIONS SHALL BE REMOVED AND/OR RELOCATED IN ORDER TO CREATE AND/OR MAINTAIN THIS CLEARANCE
AND SHALL BE FREE OF CRACKS AND DAMAGE PRIOR TO THE ISSUANCE OF A FINAL CERTIFICATE OF OCCUPANCY.
15. AN EROSION CONTROL PLAN/DETAILS MUST BE SUBMITTED TO THE CITY OF SANFORD BEFORE BEGINNING LAND -DISTURBING
OPERATIONS. THE ITEMS CONTAINED ON THOSE PLANS IS WHAT THE CONTRACTOR SHOULD INSTALL AT THE SITE TO CONTAIN
EROSION AND SEDIMENT CONTROL DURING CONSTRUCTION.
FES A
CB AS
DI B2
OPENING ELEV. = 242.77
OPENING ELEV. = 251.00
OPENING ELEV. = 249.50
INV IN = 237.85 (CB Al)
INV IN = 244.85 (CB A9 (FUTURE))
INV IN = 239.95 (DI 133)
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INV OUT = 244.65 (CB A7)
INV OUT = 239.45 (DI 81)
CB Al
12 LF 24" RCP @ 0.83% Slope
242 LF 42" RCP @ 0.52% Slope
OPENING ELEV. = 247.15
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INV IN = 238.50 (CB A2)
CB Al2
DI B3
INV IN = 239.30 (CB Al2)
OPENING ELEV. = 246.13
OPENING ELEV. = 251.00
INV OUT = 238.00 (FES A)
INV IN = 240.20 (CB Al 3)
INV IN = 240.50 (DI 134)
27 LF 48" RCP @ 0.56% Slope
INV OUT = 240.00 (CB A1)
INV OUT = 240.30 (DI 132)
CB A2
138 LF 36" RCP @ 0.51 % Slope
69 LF 36" RCP @ 0.51 % Slope
OPENING ELEV. = 245.65
CB A13
DI B4
INV IN = 238.95 (CB A3)
OPENING ELEV. = 248.01
OPENING ELEV. = 252.75
INV OUT = 238.95 (CB All)
I NV IN = 242.30 (CB A14)
INV IN = 246.75 (DI 135)
85 LF 42" RCP @ 0.53% Slope
INV OUT = 241.30 (CB Alt)
INV OUT = 246.55 (DI 133)
CB A3
221 LF 36" RCP @ 0.50% Slope
114 LF 36" RCP @ 5.30% Slope
OPENING ELEV. = 251.75
INV IN = 241.00 (CB A4)
CB A14
DI B5
INV OUT = 240.50 (CB A2)
OPENING ELEV. = 247.78
OPENING ELEV. = 258.75
310 LF 42" RCP @ 0.50% Slope
INV IN = 243.75 (DI Al 5)
INV IN = 252.75 (SDMH B6)
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INV OUT = 243.25 (CB All 3)
INV OUT = 252.55 (DI 134)
CB A4
183 LF 24" RCP @ 0.52% Slope
397 LF 36" RCP @ 1.46% Slope
OPENING ELEV. = 252.63
Z
INV IN = 242.00 (CB A5)
DI A15
SDMH B6
INV OUT = 241.50 (CB A3)
OPENING ELEV. = 249.00
OPENING ELEV. = 265.00
101 LF 36" RCP @ 0.50% Slope
INV OUT = 245.00 (CB A14)
INV OUT = 259.00 (DI 135)
188 LF 18" RCP @ 0.67% Slope
66 LF 36" RCP @ 9.54% Slope
CB A5
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OPENING ELEV. = 250.09
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INV IN = 242.85 (CB A6)
INV OUT = 242.65 (CB A4)
127 LF 30" RCP @ 0.51% Slope
FES D1 (FLARED END)
CB A6
INV = 254.20 (FES D2)
OPENING ELEV. = 251.00
FES B
INV IN = 243.15 (CB A7)
OPENING ELEV. = 243.00
H
INV OUT = 242.95 (CB A5)
INV IN = 237.50 (DI B1)
FES D2
20 LF 30" RCP @ 0.50% Slope
INV OUT = 256.50 (FES D1)
DI B1
60 LF 15" RCP @ 3.82% Slope
CB A7
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OPENING ELEV. = 251.00
OPENING ELEV. = 243.50
INV = 244.55 (CB
INV IN = 238.20 (DI B2)
INV OUT (CBB
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INV OUT = 238.00 (FES B)
178 LF 30" RCP
RCP @ 0.51% Slope
73 LF 42" RCP @ 0.68% Slope
SITE AREA
668,451 S.F. = 15.35 AC.
LIMITS OF DISTURBANCE
615,193 S.F. = 14.12 AC.
NORTH
60' 0 60' 120'
SCALE: 1" = 60'
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STANDARDS.
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
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200-107
Computer Dwg. Name
200-107 - LOT 1 5 GRADING PLAN
Sheet No:
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Project No.
200-107
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200-107 - LOT 1 5 GRADING PLAN
Sheet No:
5

a)
UTILITY CONFLICT #1
MAINTAIN A MINIMUM VERTICAL SEPARATION
OF 18" BETWEEN WATER AND SEWER PIPES.
4NENT DRAINAGE EASEMENT
DB 1337, PG. 699
MB 2013, PG. 3841
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CULVERTPIPE /
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•
APPROXIMATE LOCATION OF J
EXISTING 16" WATER MAIN •
(TAKEN FROM AS -BUILT
DATED 04/10/2018)
UTILITY CONFLICT #5 u i iu r
I T UUrvLii,1 ff4
BOTTOM 6" SS = 244.45' BOTTOM 6" SS = 246.88'
TOP 36" STORM = 243.45' TOP 15" STORM = 245.07' \
MAINTAIN A MINIMUM VERTICAL MAINTAIN A MINIMUM VERTICAL
EPARATION OF 24" BETWEEN STORM SEPARATION OF 24" BETWEEN STORM H
AND SEWER PIPES. IF SEPARATION IS AND SEWER PIPES. IF SEPARATION IS
LESS THAN 24" INSTALL CONCRETE LESS THAN 24" INSTALL CONCRETE
CRADLE PROTECTION. CRADLE PROTECTION.
Cj _AJ
S
SSMH 2(D
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EX SSMH
R/M.•257 16
INV /N.• 240.38
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(TAKEN FROMAS-BUX T
DATED 04/10/2018)
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GENERAL UTILITY NOTES
1. EXISTING UTILITIES ARE SHOWN FROM THE BEST AVAILABLE INFORMATION AND ARE APPROXIMATE. IT IS THE
CONTRACTOR'S RESPONSIBILITY TO VERIFY THESE AND OTHER UTILITIES PRIOR TO BEGINNING ANY DEMOLITION
OR CONSTRUCTION. NOTIFY UTILITY LOCATING COMPANY (ONE CALL @ 1-800-632-4949) OR INDIVIDUAL UTILITY
OWNERS FOR UNDERGROUND LOCATIONS AT LEAST 48 HOURS IN ADVANCE.
2. ALL MATERIALS & CONSTRUCTION METHODS SHALL BE IN ACCORDANCE WITH THE CITY OF SANFORD UNIFIED
DEVELOPMENT ORDINANCE.
3. ANY NECESSARY FIELD REVISIONS ARE SUBJECT TO REVIEW & APPROVAL OF AN AMENDED PLAN WOR PROFILE
BY THE CITY OF SANFORD ENGINEERING DEPARTMENT PRIOR TO CONSTRUCTION
4. CONTRACTOR SHALL MAINTAIN CONTINUOUS WATER & SEWER SERVICE TO EXISTING RESIDENCES & BUSINESSES
THROUGHOUT CONSTRUCTION OF PROJECT. ANY NECESSARY SERVICE INTERRUPTIONS SHALL BE PRECEDED BY
A 24 HOUR ADVANCE NOTICE TO THE CITY OF SANFORD ENGINEERING DEPARTMENT.
5. CONTRACTOR IS RESPONSIBLE FOR CONTACTING THE APPROPRIATE UTILITY COMPANY TO RELOCATE ANY
EXISTING UTILITY POLES AND/OR STRUCTURES AS SHOWN ON THE PLANS, OR AS NEEDED FOR CONSTRUCTION.
ALL EXISTING FACILITIES WHICH CONFLICT WITH THE IMPROVEMENTS UNDER THE SCOPE OF THIS PROJECT
SHALL BE RELOCATED AT THE EXPENSE OF THE APPLICANT UPON APPROVAL.
6. CONTRACTOR TO COORDINATE UTILITY PLAN WITH PLUMBING PLANS, BY OTHERS, FOR EXACT LOCATION OF
WATER AND SEWER CONNECTIONS INTO THE BUILDING.
7. CONTRACTOR TO COORDINATE UTILITY PLAN WITH ELECTRICAL PLANS, BY OTHERS, FOR ELECTRICAL AND
TELECOMMUNICATIONS ROUTING AND CONNECTION INFORMATION.
8. CONTRACTOR TO FIELD ADJUST VALVE BOXES, CLEAN -OUTS, AND MANHOLES TO MATCH FINAL GRADES.
9. CONTRACTOR TO SPOT ALL CITY OF SANFORD ELECTRIC FACILITIES BEFORE INSTALLATION OF SANITARY SEWER
SERVICES.
10. ALL BENDS ON WATERLINE SHALL HAVE THRUST BLOCKING PER CITY OF SANFORD STANDARD DETAILS.
I CrCAlM
PROPERTY LINE (PL)
WATER. SANITARY SEWER AND STORM SEWER SEPARATION NOTES
1. HORIZONTAL AND VERTICAL SEPARATION
A. SANITARY SEWERS SHALL BE LAID AT LEAST 10 -FEET HORIZONTALLY FROM ANY EXISTING OR PROPOSED WATER MAIN. THE DISTANCE SHALL BE MEASURED EDGE TO EDGE. IN CASES WHERE
IT IS NOT PRACTICAL TO MAINTAIN A 10 -FOOT SEPARATION, THE CITY OF SANFORD MAY ALLOW DEVIATION ON A CASE-BY-CASE BASIS, IF SUPPORTED BY DATA FROM THE DESIGN ENGINEER.
SUCH DEVIATION ON MAY ALLOW THE INSTALLATION OF THE SANITARY SEWER CLOSER TO A WATER MAIN, PROVIDED THAT THE WATER MAIN IS IN A SEPARATE TRENCH OR ON AN
UNDISTURBED EARTH SHELF LOCATED ON ONE SIDE OF THE SANITARY SEWER AND AT AN ELEVATION SO THE BOTTOM OF THE WATER MAIN IS AT LEAST 18 -INCHES ABOVE THE TOP OF THE
SEWER.
B. IF IT IS IMPOSSIBLE TO OBTAIN PROPER HORIZONTAL AND VERTICAL SEPARATION AS DESCRIBED ABOVE OR ANYTIME THE SANITARY SEWER IS OVER THE WATER MAIN, BOTH THE WATER MAIN
AND SANITARY SEWER MUST BE CONSTRUCTED OF FERROUS PIPE COMPLYING WITH THE PUBLIC WATER SUPPLY DESIGN STANDARDS AND BE PRESSURE TESTED TO 150- PSI TO ASSURE
WATER TIGHTNESS BEFORE BACKFILLING.
C. A 24 -INCH VERTICAL SEPARATION SHALL BE PROVIDED BETWEEN STORM SEWER AND SANITARY SEWER LINES OR FERROUS PIPE SPECIFIED. A 12 -INCH VERTICAL SEPARATION SHALL BE
PROVIDED BETWEEN STORM SEWER AND WATER MAINS.
1. IF A 12 -INCH VERTICAL SEPARATION IS NOT MAINTAINED AT A CROSSING BETWEEN STORM SEWER AND WATER MAINS (OR PRESSURE SEWERS). THE WATER MAIN SHALL BE
CONSTRUCTED OF FERROUS PIPE AND A CONCRETE COLLAR SHALL BE POURED AROUND WATER MAINS AND STORM SEWER TO IMMOBILIZE THE CROSSING.
2. CROSSINGS
A. SANITARY SEWER CROSSING WATER MAINS SHALL BE LAID TO PROVIDE A MINIMUM VERTICAL DISTANCE OF 18 -INCHES BETWEEN THE OUTSIDE OF THE WATER MAIN AND THE OUTSIDE OF THE
SANITARY SEWER. THE CROSSING SHALL BE ARRANGED SO THAT THE SANITARY SEWER JOINTS WILL BE EQUIDISTANT AND AS FAR AS POSSIBLE FROM THE WATER MAIN JOINTS.
B. WHEN IT IS IMPOSSIBLE TO OBTAIN PROPER HORIZONTAL AND VERTICAL SEPARATION AS STIPULATED ABOVE, ONE OF THE FOLLOWING METHODS MUST BE SPECIFIED.
1. THE SANITARY SEWER SHALL BE DESIGNED AND CONSTRUCTED OF FERROUS PIPE AND SHALL BE PRESSURE TESTED AT 150 -PSI TO ASSURE WATER TIGHTNESS PRIOR TO BACKFILLING,
OR
2. EITHER THE WATER MAIN OR THE SANITARY SEWER LINE MAYBE ENCASED INA WATERTIGHT CARRIER PIPE, WHICH EXTENDS 10 -FEET ON BOTH SIDES OF THE CROSSING, MEASURED
PERPENDICULAR TO THE WATER MAIN. THE CARRIER PIPE SHALL BE OF MATERIALS APPROVED BY THE CITY OF SANFORD FOR USE IN WATER MAIN CONSTRUCTION.
UTILITY KEYNOTES
OTAP TO EXISTING 16" WATERMAN WITH 8" CUT -IN TEE AND VALVE (BY CONTRACTOR)
OFIRE - 8" REDUCED PRESSURE DETECTOR ASSEMBLY (AMES M500 WITH VALVE
TAMPER SWITCHES) INSTALLED ABOVE GROUND WITHIN INSULATED ENCLOSURE PER
CITY OF SANFORD REQUIREMENTS. ENCLOSURE TO INCLUDE DRAIN PORTS FOR
DISCHARGE OF WATER PER CITY OF SANFORD REQUIREM ENTS.CONTRACTOR SHALL
PROVIDE ELECTRICAL SERVICE FROM BUILDING TO HOT BOX ENCLOSURE.
OC DOMESTIC - 2" REDUCED PRESSURE PRINCIPLE ZONE BACKFLOW PREVENTION ASSEMBLY
(WATTS MODEL 909M1QT OR APPROVED EQUAL) INSTALLED ABOVE GROUND WITHIN INSULATED
ENCLOSURE PER CITY OF SANFORD REQUIREMENTS. ENCLOSURE TO INCLUDE DRAIN PORTS
FOR DISCHARGE OF WATER PER CITY OF SANFORD REQUIREMENTS. CONTRACTOR SHALL
PROVIDE ELECTRICAL SERVICE FROM BUILDING TO HOT BOX ENCLOSURE.
Op 2" SDR 21 DOMESTIC WATERLINE PIPE (MIN. COVER = 3')
OE 6" DUCTILE IRON PIPE WATERLINE (MIN. COVER = 3')
OF 8" DUCTILE IRON PIPE WATERLINE (MIN. COVER = 3')
GO 2" CITY OF SANFORD DOMESTIC WATER METER
OFIRE HYDRANT ASSEMBLY WITH 6" GATE VALVE
OI FIRE DEPARTMENT CONNECTION
JO 8"x2"TEE
OK 8"x8"TEE
OL 8" GATE VALVE
O2" GATE VALVE
NO POST INDICATOR VALVE
OTHRUST BLOCKING
OP 8" PLUG AND VALVE
OQ SANITARY SEWER CONNECTION TO PROPOSED MANHOLE
OR 6" SDR 35 PVC SANITARY SEWER SERVICE @ 2.0% MIN.
O8" DIP SANITARY SEWER MAIN; TO BE INSTALLED BY CITY OF SANFORD
OTRAFFIC RATED SANITARY SEWER CLEANOUT, TYPICAL.
UO SANITARY SEWER MANHOLE; TO BE INSTALLED BY CITY OF SANFORD
OV COORDINATE LOCATION AND INVERT OF SEWER CONNECTION WITH PLUMBING PLANS, TYPICAL
WO 4" DUCTILE IRON PIPE WATERLINE
OOPEN CUT AND PATCH EXISTING ROAD FOR PROPOSED WATER SERVICE
CONNECTION WITH EXISTING WATER MAIN
ORELOCATED EXISTING FIBER PEDESTAL. CONTRACTOR TO COORDINATE
RELOCATION WITH UTILITY COMPANY.
SANITARY SEWER CLEANOUT SCHEDULE
RM
STRUCTURE DATA
RIGHT-OF-WAY LINE
RIM/OPENING
SETBACK LINE
UPSTREAM
DOWNSTREAM
SIZE
UTILITY EASEMENT
SS
SLOPE
SS
PROPOSED GRAVITY SEWER
W
W
PROPOSED WATER LINE
MATERIAL
PROPOSED STORM DRAINAGE PIPE
G
NODE
G
PROPOSED GAS LINE
(IN.)
OHE
F_
PROPOSED OVERHEAD ELECTRIC LINE
CO -1
UGE
CO CO -2
PROPOSED UNDERGROUND ELECTRIC LINE
FO
6"
FO
PROPOSED FIBER OPTIC LINE
>
FM
252.60
PROPOSED SEWER FORCE MAIN
245.58
QS
6"
PROPOSED SS MANHOLE
PVC
- C.O.
CO -3
PROPOSED SS CLEANOUT
CO SSMH 3
244.67
243.65
PROPOSED WATER METER
102'
N
1.00%
PROPOSED GATE VALVE
N0.
SSMH = 4' DIAMETER SANITARY SEWER MANHOLE
PROPOSED FIRE HYDRANT ASSEMBLY
1
TOP/RIM ELEV.
PROPOSED WATERLINE REDUCER
GI = GREASE INTERCEPTOR (ASSUME 0.25' DROP ACROSS STRUCTURE)
ON
PROPOSED WATERLINE BLOW -OFF ASSEMBLY
PROPOSED WATERLINE THRUST BLOCKING
O
UPSTREAM INVERT
PROPOSED FIRE DEPARTMENT CONNECTION
®►�
PROPOSED SEWER FORCE MAIN BLOW -OFF ASSEMBLY
O
U
❑D
PROPOSED AIR RELEASE VALVE
WATER. SANITARY SEWER AND STORM SEWER SEPARATION NOTES
1. HORIZONTAL AND VERTICAL SEPARATION
A. SANITARY SEWERS SHALL BE LAID AT LEAST 10 -FEET HORIZONTALLY FROM ANY EXISTING OR PROPOSED WATER MAIN. THE DISTANCE SHALL BE MEASURED EDGE TO EDGE. IN CASES WHERE
IT IS NOT PRACTICAL TO MAINTAIN A 10 -FOOT SEPARATION, THE CITY OF SANFORD MAY ALLOW DEVIATION ON A CASE-BY-CASE BASIS, IF SUPPORTED BY DATA FROM THE DESIGN ENGINEER.
SUCH DEVIATION ON MAY ALLOW THE INSTALLATION OF THE SANITARY SEWER CLOSER TO A WATER MAIN, PROVIDED THAT THE WATER MAIN IS IN A SEPARATE TRENCH OR ON AN
UNDISTURBED EARTH SHELF LOCATED ON ONE SIDE OF THE SANITARY SEWER AND AT AN ELEVATION SO THE BOTTOM OF THE WATER MAIN IS AT LEAST 18 -INCHES ABOVE THE TOP OF THE
SEWER.
B. IF IT IS IMPOSSIBLE TO OBTAIN PROPER HORIZONTAL AND VERTICAL SEPARATION AS DESCRIBED ABOVE OR ANYTIME THE SANITARY SEWER IS OVER THE WATER MAIN, BOTH THE WATER MAIN
AND SANITARY SEWER MUST BE CONSTRUCTED OF FERROUS PIPE COMPLYING WITH THE PUBLIC WATER SUPPLY DESIGN STANDARDS AND BE PRESSURE TESTED TO 150- PSI TO ASSURE
WATER TIGHTNESS BEFORE BACKFILLING.
C. A 24 -INCH VERTICAL SEPARATION SHALL BE PROVIDED BETWEEN STORM SEWER AND SANITARY SEWER LINES OR FERROUS PIPE SPECIFIED. A 12 -INCH VERTICAL SEPARATION SHALL BE
PROVIDED BETWEEN STORM SEWER AND WATER MAINS.
1. IF A 12 -INCH VERTICAL SEPARATION IS NOT MAINTAINED AT A CROSSING BETWEEN STORM SEWER AND WATER MAINS (OR PRESSURE SEWERS). THE WATER MAIN SHALL BE
CONSTRUCTED OF FERROUS PIPE AND A CONCRETE COLLAR SHALL BE POURED AROUND WATER MAINS AND STORM SEWER TO IMMOBILIZE THE CROSSING.
2. CROSSINGS
A. SANITARY SEWER CROSSING WATER MAINS SHALL BE LAID TO PROVIDE A MINIMUM VERTICAL DISTANCE OF 18 -INCHES BETWEEN THE OUTSIDE OF THE WATER MAIN AND THE OUTSIDE OF THE
SANITARY SEWER. THE CROSSING SHALL BE ARRANGED SO THAT THE SANITARY SEWER JOINTS WILL BE EQUIDISTANT AND AS FAR AS POSSIBLE FROM THE WATER MAIN JOINTS.
B. WHEN IT IS IMPOSSIBLE TO OBTAIN PROPER HORIZONTAL AND VERTICAL SEPARATION AS STIPULATED ABOVE, ONE OF THE FOLLOWING METHODS MUST BE SPECIFIED.
1. THE SANITARY SEWER SHALL BE DESIGNED AND CONSTRUCTED OF FERROUS PIPE AND SHALL BE PRESSURE TESTED AT 150 -PSI TO ASSURE WATER TIGHTNESS PRIOR TO BACKFILLING,
OR
2. EITHER THE WATER MAIN OR THE SANITARY SEWER LINE MAYBE ENCASED INA WATERTIGHT CARRIER PIPE, WHICH EXTENDS 10 -FEET ON BOTH SIDES OF THE CROSSING, MEASURED
PERPENDICULAR TO THE WATER MAIN. THE CARRIER PIPE SHALL BE OF MATERIALS APPROVED BY THE CITY OF SANFORD FOR USE IN WATER MAIN CONSTRUCTION.
UTILITY KEYNOTES
OTAP TO EXISTING 16" WATERMAN WITH 8" CUT -IN TEE AND VALVE (BY CONTRACTOR)
OFIRE - 8" REDUCED PRESSURE DETECTOR ASSEMBLY (AMES M500 WITH VALVE
TAMPER SWITCHES) INSTALLED ABOVE GROUND WITHIN INSULATED ENCLOSURE PER
CITY OF SANFORD REQUIREMENTS. ENCLOSURE TO INCLUDE DRAIN PORTS FOR
DISCHARGE OF WATER PER CITY OF SANFORD REQUIREM ENTS.CONTRACTOR SHALL
PROVIDE ELECTRICAL SERVICE FROM BUILDING TO HOT BOX ENCLOSURE.
OC DOMESTIC - 2" REDUCED PRESSURE PRINCIPLE ZONE BACKFLOW PREVENTION ASSEMBLY
(WATTS MODEL 909M1QT OR APPROVED EQUAL) INSTALLED ABOVE GROUND WITHIN INSULATED
ENCLOSURE PER CITY OF SANFORD REQUIREMENTS. ENCLOSURE TO INCLUDE DRAIN PORTS
FOR DISCHARGE OF WATER PER CITY OF SANFORD REQUIREMENTS. CONTRACTOR SHALL
PROVIDE ELECTRICAL SERVICE FROM BUILDING TO HOT BOX ENCLOSURE.
Op 2" SDR 21 DOMESTIC WATERLINE PIPE (MIN. COVER = 3')
OE 6" DUCTILE IRON PIPE WATERLINE (MIN. COVER = 3')
OF 8" DUCTILE IRON PIPE WATERLINE (MIN. COVER = 3')
GO 2" CITY OF SANFORD DOMESTIC WATER METER
OFIRE HYDRANT ASSEMBLY WITH 6" GATE VALVE
OI FIRE DEPARTMENT CONNECTION
JO 8"x2"TEE
OK 8"x8"TEE
OL 8" GATE VALVE
O2" GATE VALVE
NO POST INDICATOR VALVE
OTHRUST BLOCKING
OP 8" PLUG AND VALVE
OQ SANITARY SEWER CONNECTION TO PROPOSED MANHOLE
OR 6" SDR 35 PVC SANITARY SEWER SERVICE @ 2.0% MIN.
O8" DIP SANITARY SEWER MAIN; TO BE INSTALLED BY CITY OF SANFORD
OTRAFFIC RATED SANITARY SEWER CLEANOUT, TYPICAL.
UO SANITARY SEWER MANHOLE; TO BE INSTALLED BY CITY OF SANFORD
OV COORDINATE LOCATION AND INVERT OF SEWER CONNECTION WITH PLUMBING PLANS, TYPICAL
WO 4" DUCTILE IRON PIPE WATERLINE
OOPEN CUT AND PATCH EXISTING ROAD FOR PROPOSED WATER SERVICE
CONNECTION WITH EXISTING WATER MAIN
ORELOCATED EXISTING FIBER PEDESTAL. CONTRACTOR TO COORDINATE
RELOCATION WITH UTILITY COMPANY.
SANITARY SEWER CLEANOUT SCHEDULE
STRUCTURE DATA
DOWNSTREAM PIPE DATA
RIM/OPENING
DOWNSTREAM
UPSTREAM
DOWNSTREAM
SIZE
LENGTH
SLOPE
N0.
TYPE
MATERIAL
ELEVATION
NODE
INVERT
INVERT
(IN.)
(FT)
F_
N
CO -1
254.40
CO CO -2
246.00
245.58
6"
41'
PVC
1.00%
CO -2
252.60
CO CO -3
245.58
244.67
6"
91'
PVC
1.00%
CO -3
254.63
CO SSMH 3
244.67
243.65
6"
102'
PVC
1.00%
TYPE CODE:
CO = TRAFFIC RATED CLEAN OUT
N0.
SSMH = 4' DIAMETER SANITARY SEWER MANHOLE
DHMH = 4' DIAMETER DOGHOUSE MANHOLE
TOP/RIM ELEV.
GI = GREASE INTERCEPTOR (ASSUME 0.25' DROP ACROSS STRUCTURE)
SI = SURFACE INLET
FLOW
O
UPSTREAM INVERT
DOWNSTREAM INVERT
NORTH
60' 0 60' 120'
SCALE: 1" = 60'
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STANDARDS.
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
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301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
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Date:
05/0 9/2018
Scale:
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Drawn:
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Checked:
JMC
Project No.
200-107
Computer Dwg. Name
200-107 - LOT I G UTILITY PLAN
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Scale:
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Drawn:
BWM
Checked:
JMC
Project No.
200-107
Computer Dwg. Name
200-107 - LOT I G UTILITY PLAN
Sheet No:
no

VARIAB E WIDTH PRIVATE STORMWATER
• \ I I / MAINTENANCE & ACCESS EASEMENT
9 \ 1 POND OUTLET HEADWALL I I I
r \ INV = 238.00
Q
b
WET POND PLAN
1"=20'
n
i
TOP OF POND = 246.50'
100 -YR W.S.E = 245.48'
10 -YR W.S.E = 245.27'
3
\ 1 1 -YR W.S.E = 244.32'
\\\\ V TEMORARY POOL ELEVATION = 242.50'
TOP BERM 240.50' WQ VOLUME = 31,628 CF
= (1) 6 x 20 WEIR OPENING
-i-7 2.5" RMANENT POOL DRAWDOWN ORIFICE TION = 240.50'
\\\/\ / SURFACE AREA = 13,481 SF ELEV. = 240.0'
\\//\ RIPRAP // / (REQ -13,025 SF)
\/\ �\\/ WRAP GRAVEL PIT IN PERMEABLE
FOREGEOSYNTHETIC LINER 3,
BOTTOM EBAY236.5' ,.., �j /\ 1
BOTTOM EL.=WETPON34.5'
TURN DOWN ORIFICE
INTO GRAVEL PIT TO
PREVENT CLOGGING\
NOTE:
DESIGN OF SHEET PILE WALL WITH CAP IS THE
RESPONSIBILITY OF THE CONTRACTOR. DESIGN MUST
BE COORDINATED WITH GEOTECHNICAL ENGINEER
AND ENGINEER OF RECORD ON THESE PLANS. WET POND PROFILE
NOT TO SCALE
TOP ELEV = 246.50'
EMERGENCY SPILLWAY ELEV = 245.00'
3� \/ /
ELEV. = 241.00
18" CLASS III RCP
09�ING "O" RING
INVERT= 238.00' `
\L
HEADWALL
(NCDOT STANDARD DETAIL 838.80)
INVERT = 237.50'
,­ LINED CHANNEL
X�\/\�/\�/t7�
ANTI -SEEP COLLARS
(SEE DETAIL THIS SHEET)
} CUT-OFF TRENCH
GENERAL NOTES
1. CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR OUTLET STRUCTURE AND TRASH RACK FOR APPROVAL.
2. DAM EMBANKMENT IS TO BE SEEDED IMMEDIATELY AFTER DAM CONSTRUCTION IS COMPLETE.
3. STORMWATER MANAGEMENT STRUCTURE IS TO BE UTILIZED AS A TEMPORARY EROSION CONTROL DEVICE INITIALLY.
ONCE CONSTRUCTION IS COMPLETED AND UPSTREAM SURFACES HAVE BEEN PERMANENTLY STABILIZED,
CONTRACTOR IS TO REMOVE ALL SEDIMENT FROM BASIN AND CONVERT TO PERMANENT WATER QUALITY STRUCTURE.
THIS INCLUDES INSTALLING THE PROPOSED PLANTINGS ALONG THE LITTORAL SHELF.
4. DRAWDOWN PIPE IS NOT TO BE INSTALLED UNTIL ALL UPSTREAM SURFACES HAVE BEEN PERMANENTLY STABILIZED.
5. POND REQUIRES A MINIMUM 25 GPM PORTABLE PUMP FOR PERMANENT POOL DRAWDOWN BELOW DRAIN PIPE.
6. 10 -FOOT VEGETATED SHELF SHALL HAVE A MINIMUM OF 4 -INCHES OF TOPSOIL. BASIN SLOPES SHALL ALSO HAVE A
MINIMUM OF 4 -INCHES OF TOPSOIL.
5'
° 6" THICK
v ° PRECAST
°
RISER LID
o°
a�
E
QRM r r
a RFG
C-2 O a�
SEWED
°
° v 4
°
PRECAST RISER STRUCTURE LID
NOT TO SCALE
2' T I.D. 2'
-ERPROi
;TIC (TYI
6"
LEGEND
DAM EMBANKMENT CONSTRUCTION NOTES
CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN 6 -INCH LOOSE LAYERS (3 -INC
- -
PROPERTY LINE (PL)
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE STANDARD PROCTOR MAXIMUM DENSITY AT A MOISTURE CONTENT OF + OR - TWO
RIW
RIGHT-OF-WAY LINE
MANHOLE COVER CAST FLUSH 2.
ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL PRIOR TO COMPACTION TO THE
SETBACK LINE
REQUIRED DENSITY. SOILS WITH ORGANIC MATTER CONTENT EXCEEDING 5% BY WEIGHT SHALL NOT BE USED. STONES GREATER THAN 3 -INCH (IN
RISER LID
UTILITY EASEMENT
3.
-140-
EXISTING MAJOR CONTOUR
- - -
- 139- - - -
EXISTING MINOR CONTOUR
140
PROPOSED MAJOR CONTOUR
SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT CONSTRUCTION AND THE PLACEMENT OF
139
PROPOSED MINOR CONTOUR
6.
FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE AND/OR UNSUITABLE SOILS IN ADDITION TO THAT INDICATED ON THE
PROPOSED STORM DRAINAGE PIPE
SS
S-
PROPOSED GRAVITY SEWER
W
\A/
PROPOSED WATER LINE
TP
TP
PROPOSED TREE PROTECTION FENCE
- LD
LD
PROPOSED LIMITS OF DISTURBANCE
STRUCTURES.
9.
PROPOSED RETAINING WALL
G
POWER TAMPERS OR PLATE COMPACTORS OR MINIATURE SELF-PROPELLED ROLLERS.
FLARED END SECTION
COMPACTION BY MEANS OF DROP WEIGHTS FROM A CRANE OR HOIST SHALL NOT BE PERMITTED.
11.
STORM MANHOLE
12.
®
YARD INLET
SURFACE AND THE AREA SEEDED AND MULCHED OR HYDROSEEDED.
®
CATCH BASIN
J
H•
FLOW ARROW
Z
Qw=
100.0'
PROPOSED SPOT ELEVATION
C�-- TW=100.0'
PROPOSED GRADE AT TOP OF WALL
O- BW=100.0'
PROPOSED GRADE AT BOTTOM OF WALL
DAM EMBANKMENT CONSTRUCTION NOTES
CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN 6 -INCH LOOSE LAYERS (3 -INC
#3 BAR (TYPICAL
EACH FACE) POURED IN PLACE
CONCRETE COLLAR
NOTE:
CONCRETE SHALL BE 3000 PSI @ 28 DAYS REINFORCING STEEL, ASTM
A615, GRADE 60: FY - 60,000 PSI COLLAR SHOULD BE PLACED AT LEAST
TWO FEET FROM PIPE JOINT
ANTI -SEEP COLLAR DETAIL
NOT TO SCALE
2'
3' 1. D.
2'
6" THICK PRECAST RISER STRUCTURE LID WITH
MANHOLE COVER (SEE DETAIL THIS SHEET)
A
TOP ELEV.= 245.25'
411 OPEN (4 SIDES) = 244.25'
TRASH RACK
4'
(1) 6" x 20" WEIR
OPENING" °
T.P.E. = 242.50' °
CATCH BASIN STEP 5'x 5' (OUTSIDE) PRECAST RISER
P.P.E. = 240.50' ° STRUCTURE WITH WEIR
_ STRUCTURE ON ALL FOUR SIDES
v
3" DIA. PVC DRAWDOWN PIPE WITH CAP
(DRILL A 2" HOLE IN CAP FOR DRAWDOWN)
6"
7 OUTLET PIPE
47 LF 18" RCP
@ 1.05%
BOTTOM = 234.50'
INV. OUT= 238.00'
°
� o
° o
CONCRETE
° o FILL
o a °
a
a °
6'x 6'x 12" THICK CONCRETE PAD
FOR ANTI -FLOTATION
OUTLET CONTROL STRUCTURE (FRONT VIEW)
NOT TO SCALE
NOTE: RISER ITEMS DENOTED WITH " ARE
NOT TO BE OPERATIONAL DURING THE
CONSTRUCTION PHASE, ONLY THE FINAL
PERMANENT RISER CONFIGURATION.
ORIFICE OPENINGS ARE TO BE BLOCKED UP
OR BOARDED DURING CONSTRUCTION.
.1„ 4' .1,
PROFILE VIEW
NOT TO SCALE
WEIR
TRASH RACK
TRASH RACK
VEIR
ISOMETRIC VIEW
NOT TO SCALE
NOTES:
1. SEE DESIGN PLANS FOR SPECIFIED DIMENSIONS OF ORIFICE.
2. TRASH RACK DIMENSION CRITERIA SPECIFIED IS APPROXIMATE AND VARIES BY MANUFACTURER.
3. INSTALLATION OF TRASH RACK SHALL BE ACCORDING TO MANUFACTURER'S RECOMMENDATIONS.
4. THE TRASH RACK SHALL BE MADE OF NON -CORROSIVE MATERIALS
TRASH RACK DETAIL - SIDE MOUNTED
NOT TO SCALE
NORTH
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STANDARDS.
LOOSE LAYERS WITHIN 3 -FEET OF EITHER SIDE OF THE PRINCIPAL SPILLWAY PIPE TO A DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
STANDARD CITY OF
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE STANDARD PROCTOR MAXIMUM DENSITY AT A MOISTURE CONTENT OF + OR - TWO
JACKSONVILLE STORM SEWER
PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D698.
MANHOLE COVER CAST FLUSH 2.
ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL PRIOR TO COMPACTION TO THE
INTO PRECAST CONCRETE
REQUIRED DENSITY. SOILS WITH ORGANIC MATTER CONTENT EXCEEDING 5% BY WEIGHT SHALL NOT BE USED. STONES GREATER THAN 3 -INCH (IN
RISER LID
ANY DIRECTION) SHALL BE REMOVED FROM THE FILL PRIOR TO COMPACTION.
3.
FILL MATERIAL PLACED AT DENSITIES LOWER THAN SPECIFIED MINIMUM DENSITIES OR AT MOISTURE CONTENTS OUTSIDE THE SPECIFIED RANGES
OR OTHERWISE NOT CONFORMING TO SPECIFIED REQUIREMENTS SHALL BE REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS.
4.
ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING A STORM EVENT SHALL BE PROPERLY SCARIFIED
PRIOR TO THE PLACEMENT OF THE NEXT SOIL LIFT.
5.
SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT CONSTRUCTION AND THE PLACEMENT OF
L.L
CONTROLLED FILL.
6.
FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE AND/OR UNSUITABLE SOILS IN ADDITION TO THAT INDICATED ON THE
PLANS. ALL SUCH UNDERCUTTING SHALL BE PERFORMED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER AND SHALL BE MONITORED AND
DOCUMENTED. IN NO CASE SHALL THERE BE AN ATTEMPT TO STABILIZE ANY PORTIONS OF THE FOUNDATION SOILS WITH CRUSHED STONE.
7.
TREATMENT OF SEEPAGE AREAS, SUBGRADE PREPARATION, FOUNDATION DEWATERING AND ROCK FOUNDATION PREPARATION (I.E., TREATMENT
Z
WITH SLUSH GROUTING, DENTAL CONCRETE, ETC.) MAY BE REQUIRED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER. ALL SUCH
ACTIVITIES SHALL BE CLOSELY MONITORED AND DOCUMENTED BY THE GEOTECHNICAL ENGINEER.
8.
FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY PIPE SHALL BE PLACED SO THAT LIFTS ARE AT THE SAME LEVEL ON BOTH SIDES OF THE
STRUCTURES.
9.
EARTHWORK COMPACTION WITHIN 3 -FEET OF ANY STRUCTURES SHALL BE ACCOMPLISHED BY MEANS OF HAND TAMPERS, MANUALLY DIRECTED
G
POWER TAMPERS OR PLATE COMPACTORS OR MINIATURE SELF-PROPELLED ROLLERS.
10.
COMPACTION BY MEANS OF DROP WEIGHTS FROM A CRANE OR HOIST SHALL NOT BE PERMITTED.
11.
HEAVY EQUIPMENT SHALL NOT BE ALLOWED TO PASS OVER CAST -IN-PLACE STRUCTURES UNTIL ADEQUATE CURING TIME HAS ELAPSED.
12.
TO RE-ESTABLISH VEGETATION AFTER CONSTRUCTION, A 2- TO 3 -INCH LAYER OF TOPSOIL SHALL BE PLACED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR HYDROSEEDED.
#3 BAR (TYPICAL
EACH FACE) POURED IN PLACE
CONCRETE COLLAR
NOTE:
CONCRETE SHALL BE 3000 PSI @ 28 DAYS REINFORCING STEEL, ASTM
A615, GRADE 60: FY - 60,000 PSI COLLAR SHOULD BE PLACED AT LEAST
TWO FEET FROM PIPE JOINT
ANTI -SEEP COLLAR DETAIL
NOT TO SCALE
2'
3' 1. D.
2'
6" THICK PRECAST RISER STRUCTURE LID WITH
MANHOLE COVER (SEE DETAIL THIS SHEET)
A
TOP ELEV.= 245.25'
411 OPEN (4 SIDES) = 244.25'
TRASH RACK
4'
(1) 6" x 20" WEIR
OPENING" °
T.P.E. = 242.50' °
CATCH BASIN STEP 5'x 5' (OUTSIDE) PRECAST RISER
P.P.E. = 240.50' ° STRUCTURE WITH WEIR
_ STRUCTURE ON ALL FOUR SIDES
v
3" DIA. PVC DRAWDOWN PIPE WITH CAP
(DRILL A 2" HOLE IN CAP FOR DRAWDOWN)
6"
7 OUTLET PIPE
47 LF 18" RCP
@ 1.05%
BOTTOM = 234.50'
INV. OUT= 238.00'
°
� o
° o
CONCRETE
° o FILL
o a °
a
a °
6'x 6'x 12" THICK CONCRETE PAD
FOR ANTI -FLOTATION
OUTLET CONTROL STRUCTURE (FRONT VIEW)
NOT TO SCALE
NOTE: RISER ITEMS DENOTED WITH " ARE
NOT TO BE OPERATIONAL DURING THE
CONSTRUCTION PHASE, ONLY THE FINAL
PERMANENT RISER CONFIGURATION.
ORIFICE OPENINGS ARE TO BE BLOCKED UP
OR BOARDED DURING CONSTRUCTION.
.1„ 4' .1,
PROFILE VIEW
NOT TO SCALE
WEIR
TRASH RACK
TRASH RACK
VEIR
ISOMETRIC VIEW
NOT TO SCALE
NOTES:
1. SEE DESIGN PLANS FOR SPECIFIED DIMENSIONS OF ORIFICE.
2. TRASH RACK DIMENSION CRITERIA SPECIFIED IS APPROXIMATE AND VARIES BY MANUFACTURER.
3. INSTALLATION OF TRASH RACK SHALL BE ACCORDING TO MANUFACTURER'S RECOMMENDATIONS.
4. THE TRASH RACK SHALL BE MADE OF NON -CORROSIVE MATERIALS
TRASH RACK DETAIL - SIDE MOUNTED
NOT TO SCALE
NORTH
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STANDARDS.
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
CA
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PHONE: [phone]
FAX [phone]
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License # C-1739
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Sheet No:
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x
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TOP OF SHELF
x� FES A \ PLANTING ZONE
1,599 SF
xix / I I kx
BOTTOM OF SHELF
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1,111 SF
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WET POND PLAN
1"=20'
LEGEND
PLANT LIST
SYM.
— —
PROPERTY LINE (PL)
COMMON NAME
R/W
RIGHT-OF-WAY LINE
REMARKS
TOP OF SHELF PLANTINGS
SETBACK LINE
63
Asclepias incarnata
UTILITY EASEMENT
-
-140-
EXISTING MAJOR CONTOUR
— — —
— 139— — — —
EXISTING MINOR CONTOUR
Waxy Sedge
140
PROPOSED MAJOR CONTOUR
2' O.C. SMALL GROUPINGS
139
PROPOSED MINOR CONTOUR
Chasmanthium latifolium
River Oats
PROPOSED STORM DRAINAGE PIPE
SS
S,
PROPOSED GRAVITY SEWER
W
W
PROPOSED WATER LINE
TP
TP
PROPOSED TREE PROTECTION FENCE
— LD
LD
PROPOSED LIMITS OF DISTURBANCE
Soft Rush
-
PROPOSED RETAINING WALL
2' O.C. SMALL GROUPINGS
KV
FLARED END SECTION
Kosteletzkya virginica
Marsh Mallow
STORM MANHOLE
4" cont.
®
YARD INLET
IV
®
CATCH BASIN
Southern Blue Flag
H•
FLOW ARROW
2' O.C. SMALL GROUPINGS
100.0'
PROPOSED SPOT ELEVATION
Lobelia cardinalis
(�-- TW=100.0'
PROPOSED GRADE AT TOP OF WALL
4" cont.
O'__ BW=100.0'
PROPOSED GRADE AT BOTTOM OF WALL
PLANT LIST
SYM.
QUAN.
BOTANICAL NAME
COMMON NAME
HT.
ROOT
REMARKS
TOP OF SHELF PLANTINGS
Al
63
Asclepias incarnata
Swamp Milkweed
-
4" cont.
2'0.C. LARGE GROUPINGS
CG
62
Carex glaucesens
Waxy Sedge
-
4" cont.
2' O.C. SMALL GROUPINGS
CL
63
Chasmanthium latifolium
River Oats
-
4" cont.
2' O.C. LARGE GROUPINGS
HC
62
Hibiscus coccineus
Scarlet Rose Mallow
-
4" cont.
2' O.C. SMALL GROUPINGS
JE
62
Junus effusus
Soft Rush
-
4" cont.
2' O.C. SMALL GROUPINGS
KV
63
Kosteletzkya virginica
Marsh Mallow
-
4" cont.
2' O.C. LARGE GROUPINGS
BOTTOM OF SHELF PLANTINGS
IV
62
Iris virginica
Southern Blue Flag
-
4" cont.
2' O.C. SMALL GROUPINGS
LC
62
Lobelia cardinalis
Cardinal Flower
-
4" cont.
2' O.C. SMALL GROUPINGS
OA
63
Orontium aquaticum
Golden Club
-
4" cont.
2'0.C. LARGE GROUPINGS
PC
63
Pontederia cordata
Pickerelweed
-
4" cont.
2' O.C. LARGE GROUPINGS
SL
62
Sagittaria latifolia
Duck Potato
-
4" cont.
2' O.C. SMALL GROUPINGS
SC
63
Saururus cernuus
Lizard Tail
-
4" cont.
2'0.C. LARGE GROUPINGS
PLANTING NOTES
1. ALLOW POND TO FILL FOR ONE TO TWO WEEKS PRIOR TO PLANTING TO ENSURE SATURATED SOILS. DRAIN
POND ONE TO TWO DAYS PRIOR TO PLANTING, TO ENCOURAGE ESTABLISHMENT BEFORE INUNDATION
OCCURS.
2. DURING PLANTING, STORE MATERIAL IN POND AND UNDER SHADE TO MINIMIZE STRESS AND MAXIMIZE
PLANT SURVIVABILITY.
3. IDENTIFY AND MARK THE TOP OF SHELF AND BOTTOM OF SHELF PLANTING ZONES AS CONSTRUCTED.
4. INSTALL THE DOMINANT PLANT SPECIES IN LARGE GROUPS WITH THE ADDITIONAL SPECIES INTERSPERSED
IN SMALL GROUPS.
5. UTILIZE ALL PLANT SPECIES THROUGHOUT THE ENTIRE POND TO PREVENT MONO -CULTURE AND PROMOTE
BIO -DIVERSITY.
6. A MINIMUM TWO YEAR WARRANTY PERIOD SHALL BE PROVIDED FOR PLANT SURVIVAL AND REPLACEMENT.
AT THE END OF THE FIRST YEAR AND AGAIN AT THE END OF THE SECOND YEAR, ALL PLANTS THAT DO NOT
SURVIVE MUST BE REPLACED.
7. LANDSCAPE CONTRACTOR SHALL PROVIDE PLANT MATERIAL FROM LOCAL SOURCE TO ENSURE
SURVIVABILITY. CONTRACTOR TO PROVIDE SOURCE OF PLANT MATERIAL AND LOCATION FOR APPROVAL
PRIOR TO INSTALLATION OF MATERIAL.
LOCAL WETLAND NURSERY
MELLOW MARSH FARM NURSERY - SILER CITY, NC
LANDSCAPE CALCULATIONS
TOTAL VEGETATED SHELF AREA = 2,972 SF
50 PLANTS / 200 SF REQUIRED
750 PLANTS REQUIRED
750 PLANTS PROVIDED
NORTH
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STANDARDS.
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX: [phone]
www.cegroupinc.com
License # C-1739
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301 GLENWOOD AVE. 220
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PHONE: [phone]
FAX: [phone]
www.cegroupinc.com
License # C-1739
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Sheet No:
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\ N/F ,
CC ENTERPRISE PARK, LLC
\ PIN: 9655-39-1923
\ DB 1439 PG 765
\ ZONING: LI
AREA = 4.5 AC
/
8' WIDE TYPE "A"
STREETYARD, TYP.
@ 40' O.C., TYP.
N/F
CC ENTERPRISE PARK, LLC
PIN: 9655-29-8562
DB 1026 PG 9
PC 2010 PG 130 (LOT 1)
PC 10 PG 26 -D&E
ZONING: LI
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D NENT DRA/NAGE EASEMENT
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EXISTING TREELINE, TYP.
PROPOSED TREELINE, TYP
(TP) TREE PROTECTION FENCE,
TYP.
-(LD) LIMITS OF DISTURBANCE,
TYP.
PINT! (RALV (7R HARDVVD0 D MUI C:H AS
5PECIFIED (3"-4" DEPTH). DO NOT PLACE
MU''LCH IN DIRECT CON -ACT LVITFI 3NRU8
Trr iJNK5 AND LOVTK BKANO Its.
501L MIX. S. I: 5F': CII-K:ATIoN'5 r0r,
DFi.AILS
"V" TRF_NCH (4' DEPTH TY:'.)
SITE DATA
PROPERTY LINE (PL)
SITE ADDRESS:
ENTERPRISE PARK DRIVE
PIN:
9655-38-0497-00
OWNER:
CC ENTERPRISE PARK LLC
DEVELOPERS:
SAMET CORPORATION
ZONING DISTRICT:
CCEP - C2
MUNICIPALITY:
SANFORD
WATERSHED:
CAPE FEAR
EXISTING SITE ACREAGE:
1,130,482 SF (25.95 AC)
PROPOSED SITE ACREAGE:
TRACT 1 = 15.4 ACRES
Village Green Zelkova
TRACT 2 = 10.6 ACRES
FLOOD ZONE:
PROPERTY LINE (PL)
RM
RIGHT-OF-WAY LINE
FEMA PANEL NUMBER:
SETBACK LINE
TP TP
UTILITY EASEMENT
140-
EXISTING MAJOR CONTOUR
----139---
EXISTING MINOR CONTOUR
140
PROPOSED MAJOR CONTOUR
139
PROPOSED MINOR CONTOUR
PROPOSED USE:
PROPOSED STORM DRAINAGE PIPE
ce ce
PROPOSED GRAVITY SEWER
Village Green Zelkova
PROPOSED WATER LINE
FLOOD ZONE:
X
TOTAL PARKING PROVIDED:
20 SPACES
FEMA PANEL NUMBER:
3710965500J, DATED: 09/06/2006
TP TP
PROPOSED TREE PROTECTION FENCE
CANOPY TREES
QN
24
PROPOSED LIMITS OF DISTURBANCE
EXISTING USE:
VACANT
1 2'- 1 4'
PROPOSED RETAINING WALL
PROPOSED USE:
INDUSTRIAL BUILDING
I
AREA TO BE SODDED
Village Green Zelkova
2 1/2" MIN.
12'- 14'
B * 5
SETBACKS:
SHRUBS
AGR
10
FRONT (WEST):
30'
_
AREA TO BE SEEDED
REAR (EAST):
0'
ICH
15
SIDE (NORTH/SOUTH):
0'
w
15"-24"
BUILDING HEIGHT:
Full To Match
v v v v
ROCK MULCH
BUILDING FLOORS:
GROSS FLOOR AREA: 117,133 SF
IMPERVIOUS SURFACE: 180,069 SF = 4.13 AC. (26.8% OF SITE)
TOTAL PARKING REQUIRED:
2 PER 3 EMPLOYEES @ MAX SHIFT x 30 EMPLOYEES = 20 SPACES
TOTAL PARKING PROVIDED:
20 SPACES
HANDICAP PARKING REQUIRED:
5 SPACES (PROPOSED AND FUTURE)
HANDICAP PARKING PROVIDED:
5 SPACES
PLANT LIST
5YM.
QUAN.
BOTANICAL NAME
COMMON NAME
CAL.
HT.
ROOT
REMARKS
CANOPY TREES
QN
24
Quercus nutallii
Pin Oak
2 I /2" MIN.
1 2'- 1 4'
B * 5
Full To Match
Z5V
I
Zelkova serrata 'Village Green'
Village Green Zelkova
2 1/2" MIN.
12'- 14'
B * 5
Full To Match
SHRUBS
AGR
10
Abelia x grandiflora 'Rose Creek'
Rose Creek Abelia
_
18"-24"
3 Gal. Min.
Full To Match
ICH
15
Ilex crenata 'Hoogenclorn'
Hoogenclorn Japane5e Holly
w
15"-24"
3 Gal. Min.
Full To Match
LANDSCAPE CALCULATIONS
PARKING LOT PLANTINGS
TOTAL PARKINGS SPACES = 20
SPACES
• (1) LARGE TREE / 20 SPACES
• (8) SHRUBS / 20 SPACES
(1) LARGE TREES & (8) SHRUBS
REQUIRED
O
II
VARIABLE WIDTH PRIVATE SHRUB BED PLANTING
STORMWATER MAINTENANCE & NOT TO SCALE
ACCESS EASEMENT
I�
O�
GENERAL PLANTING NOTES
PLANTINGS PROVIDED
(1) Zelkova serrata
TOTAL = 3 LARGE TREES PROVIDED
(10) Abelia grandiflora 'Rose
Creek'
(15) Ilex crenata 'Hoogendorn'
TOTAL = (25) SHRUBS PROVIDED
DO NOT HEAVILY PRUNE TREE AT
'LANT;NG. ONLY PRUNE GRO55OVFR
LIMB`), CO -DOMINANT LEADER`), AND
BROKEN OR DEAD LIMB5. DO NOT
RFMOVF TFRMINAL BLJD5 Or BRANCHES
THAT _rxr-KD TO TFIE EDGE OF "rHE
CROWN. TRF -c- TO BE 5TRAIG11TENFD
PKIOK TO BACKF11-1-ING AND GUYING
DPEATHADI_E FABRIC T KLr WRA:' M'I'LrtO
FROM Tr LIJNK FLARE TO FIR5T BRANCii.
WRAP FROM THF BOTTOM UP WITH
SUFFICIENT OVERLAP TO COVPR ALL BARK.
A'PLY TRE- WRAP ON TITIN BARK 5PFCIF5
ON I_Y.
4' HIGH EARTH 5AUCFK
112 BALL
DerT�
JNDI5TUF.eED 51-I51SRADE
5ET 5"RU15S 50 THAT THE B0T-0M OFr
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BURLAP FKOM AROUND TRLJNKAN-DTOP
SUFSGkAUY. SYf ROO"FiALL50N
C0111r7ACTE'­-,O,. MIX.
HALF OF KOOT BALL.
'NCOa.PORATe 3011_ MIX INTO TO' h O=
NAT VE 5011`5 AT A I :, RA -10. 5_OFE
NOTE: if PLANT IS SHIPPED WITH A WI RE
SLIBGN4D[ OI- F'LANT BED -.O ALLOAl "' rK
BA,7KLT AROUND THE KOOT BALI_, CLT
1`05 FiV, Uk'AINAGF..
BASKET iN MULT IPLE'IACE5 AND FOLD
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DOWN 5.' INTO PLANITNG HOLE. RFMOVF
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ALL SYNTHrTIC BURLAP PRIOR TO
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BACKFILLING TREE: PIT.
2" x 2'x 30' HAKDWOOD 5l"AK*5 OK-
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OTIIER APPROVED 5TAKE MATERIAL.
INSTALL THRFF 5 AKF5 PERTRFT, 5PAGFD
6
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EVENLY AROUND "-HET BUNK. NOTCH
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ROO rBALL.
1. BEFORE YOU DIG, STOP. CALL THE NC ONE -CALL CENTER AT 1-800-632-4949. ITS THE LAW. EXISTING UTILITIES ARE SHOWN FROM
/ / o THE BEST AVAILABLE INFORMATION AND ARE APPROXIMATE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THESE AND
OTHER UTILITIES BEFORE STARTING CONSTRUCTION. NOTIFY UTILITY LOCATING COMPANY (ONE CALL @ 1-800-632-4949) OR
I �} INDIVIDUAL UTILITY OWNERS FOR UNDERGROUND LOCATIONS AT LEAST 48 HOURS IN ADVANCE.
+ 2. ALL PLANTINGS SHALL BE INSTALLED IN ACCORDANCE WITH THE LATEST EDITION OF THE CITY OF SANFORD UNIFIED
/ DEVELOPMENT ORDINANCE AND THE MANUAL OF STANDARD DESIGNS AND DETAILS (MSDD), AND ALL OTHER APPLICABLE
REGULATIONS AND GUIDELINES.
I 3. IN THE EVENT OF A DISCREPANCY BETWEEN THIS APPROVED PLAN AND THE APPLICABLE REGULATIONS OR GUIDELINES, THE
x� MORE STRINGENT SHALL APPLY. CONTRACTOR SHALL HAVE A CURRENT COPY OF THE MSDD ON SITE.
i
4. INSTALLATION OF TOTAL QUANTITIES AS SHOWN ON THE PLANTING PLAN SHALL BE THE RESPONSIBILITY OF THE PLANTING
X CONTRACTOR.
/+� I 5. ALL TREES, SHRUBS, AND BEDDING PLANTS SHALL CONFORM TO THE ACCEPTED STANDARDS ESTABLISHED BY THE AMERICAN
07 �' NURSERY AND LANDSCAPE ASSOCIATION (ANLA).
6. ALL PLANTINGS AND SAUCERS SHALL BE SOAKED WITH WATER AND MULCHED IMMEDIATELY FOLLOWING INSTALLATION.
° 7. SET TOP OF TREE ROOT BALL 3" ABOVE GRADE, SHRUBS 2" ABOVE GRADE.
8. THE SIZE OF ALL ROOT BALLS SHALL CONFORM TO ANLA STANDARDS.
+� 9. FERTILIZE ALL PLANTS WITH AGRIFORM FERTILIZER TABLETS OR EQUAL APPLIED AT MANUFACTURERS RECOMMENDED RATE.
TECTION FENCE, ` ` O) \ \+ +/ 10. GUYING AND STAKING, IF NECESSARY, SHALL BE REMOVED AFTER ONE GROWING SEASON.
+� p� N 11. ALL ROOT BALLS REMOVED FROM CONTAINERS SHALL BE SCARIFIED PRIOR TO BACKFILLING.
♦ O �X\X *� 12. ALL TREES HAVE BEEN LOCATED WITH RESPECT TO PROPOSED OR
♦ �X
N/F ` �k�k�x_ xi"/ I 13. REPORT ANY DISCREPANCIES TO THE PROJECT OWNER OR AGENT.
rERPRISE PARK, LLC _ -*'X 14. SUBSTITUTIONS OR ALTERATIONS SHALL NOT BE MADE WITHOUT PRIOR WRITTEN NOTIFICATION BY THE OWNER OR GOVERNING
TRACT 2 AUTHORITY.
� LD LIMITS OF DISTURBANCE, O 15. APPLY 3" OF TRIPLE SHREDDED HARDWOOD MULCH TO ALL PLANTING AREAS.
IN: 9655-38-0497 ( ) WET POND VEGETATED SHELF 16. IF ADVERSE PLANTING CONDITION EXIST, REPORT ISSUES TO PROJECT OWNER OR AGENT.
DB 1026 PG 9 TYP. (SEE SHEET 7B FOR MORE 17. ALL NEWLY INSTALLED TREES, SHRUBS AND BEDDING PLANTS SHALL BE GUARANTEED FOR ONE YEAR.
3 130 (A PORTION OF LOT 2) EX WETLANDS ♦ ♦ ` DETAILS) 18. SHRUBS ALONG PERIMETER OF PARKING SHALL BE INSTALLED NO CLOSER THAN 3' FROM BACK OF CURB.
PC 10 PG 26 -D&E
ZONING: LI 1
AREA = 10.6 AC
STREET YARD (ALONG ENTERPRISE PARK DRIVE.)
TOTAL STREET FRONTAGE = ± 1,183 LF
• (1) LARGE TREE OR (2) SMALL TREES / 50 LF
TREES REQUIRED = (24) LARGE TREES
TREES PROVIDED:
(24) Quercus nutallii
TOTAL = (24) LARGE
WIDTH OF
1/2" DIA. KLIDULK 1105L.
SECURE AT '_OWE5T 51-IFFICIENTLY
5TRON'G GRO 35 BRANGH,
GALVINIZED'011RP, CABLE, OR NYLON
STRAP. T4VI5T 1tVRF OR CABLE TO
TIGHT LN. 115L T UKN35U(:KI_E9 `OK TKLLFD
OVER G" CALTER.
GALVAND_FD TURNBUGKLF OR APPROVED
EQUAL.
.'INE 5FRAW OR FIARDWOOD MULCH A5
5PFCFIED (3"-4" DEPTH). DO NOT PLAG'
MULCH IN DIKECT CONTACT WITH TKEE
TRUNK.
5011L MIX, SFF 5?FCIFIGATION5 FOR
DETAILS
"V" 1 R.FNCH (4' DEPTH
IYP.)
FINISIiFD
GRADE
(Vanes)
if 5011- CONDITION.`.) WARRANT. DIG
DRAINAGE P: F5 AND BACKFILL W: FH
'WASHED GRAVEL. LANDSCAPE
AKCH:TECT TO DETEKMINF SOIL
CONDITION.
1JNDI5TUR5PD SOIL LINT. IF 5OLL I1A5
BFFN PRFVIOLJ5!Y Di5TURBF1D, FIRM SOIL
UNDER ROOT BALL.
TREE PLANTING
NOT TO SCALE
NORTH
60' 0 60' 120'
SCALE: 1" = 60'
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STAN DARDS.
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX: [phone]
www.cegroupinc.com
License # C-1739
4 2 €
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301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX: [phone]
www.cegroupinc.com
License # C-1739
4 2 €
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Date:
05/09/2018
Scale:
111 = 601
Drawn:
13WM
Checked:
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Project No.
200-107
Computer Dwg. Name
200-107 - LOT 18A LAND5CAPE PLAN
Sheet No:
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Drawn:
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Project No.
200-107
Computer Dwg. Name
200-107 - LOT 18A LAND5CAPE PLAN
Sheet No:

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1.5" TYPE S -9.5A SURFACE COURSE
O2
2.5" TYPE 1-19.06 BINDER COURSE
O$
8" AGGREGATE BASE COURSE
®
COMPACTED SUBGRADE
NOTES:
1. DESIGN PAVEMENT PROVIDED BY ECS. SEE "REPORT OF SUBSURFACE EXPLORATION &
GEOTECHNICAL ENGINEERING ANALYSIS" BY ECS AND DATED SEPTEMBER 9, 2015, FOR
PROOFROLLING, COMPACTION & TESTING REQUIREMENTS.
2. DETAIL IS FOR ON-SITE PAVING OPERATIONS ONLY.
3. THE CONTRACTOR MAY CHOOSE TO INSTALL INTERMEDIATE COURSES OF PAVEMENT TO
STABILIZE THE SITE DURING CONSTRUCTION AT NO ADDITIONAL COST. THE
CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE ADEQUATE THICKNESS
REQUIRED FOR INTERMEDIATE PAVING. INCREASES IN THE DESIGN PAVEMENT SECTION
TO FACILITATE INTERMEDIATE PAVING SHALL BE PROVIDED AT NO ADDITIONAL COST.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING ANY DAMAGES TO
SUB -GRADE, INSTALLED BASE COURSE AND/OR INTERMEDIATE PAVING PRIOR TO
PLACING SUBSEQUENT PAVEMENT LIFTS AT NO ADDITIONAL COST.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING PAVEMENT DURING ALL
PHASES OF WORK. THE FINAL SURFACE OF PAVEMENT SHALL BE FREE OF ALL DEFECTS
OR DAMAGE.
TYPICAL HEAVY DUTY ASPHALT PAVEMENT SECTION
NOT TO SCALE
90 2" TYPE S -9.5A SURFACE COURSE
O2 6" AGGREGATE BASE COURSE
O COMPACTED SUBGRADE
NOTES:
1. DESIGN PAVEMENT PROVIDED BY ECS. SEE "REPORT OF SUBSURFACE EXPLORATION &
GEOTECHNICAL ENGINEERING ANALYSIS" BY ECS AND DATED SEPTEMBER 9, 2015, FOR
PROOFROLLING, COMPACTION & TESTING REQUIREMENTS.
2. DETAIL IS FOR ON-SITE PAVING OPERATIONS ONLY.
3. THE CONTRACTOR MAY CHOOSE TO INSTALL INTERMEDIATE COURSES OF PAVEMENT TO
STABILIZE THE SITE DURING CONSTRUCTION AT NO ADDITIONAL COST. THE
CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE ADEQUATE THICKNESS
REQUIRED FOR INTERMEDIATE PAVING. INCREASES IN THE DESIGN PAVEMENT SECTION
TO FACILITATE INTERMEDIATE PAVING SHALL BE PROVIDED AT NO ADDITIONAL COST.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING ANY DAMAGES TO
SUB -GRADE, INSTALLED BASE COURSE AND/OR INTERMEDIATE PAVING PRIOR TO
PLACING SUBSEQUENT PAVEMENT LIFTS AT NO ADDITIONAL COST.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING PAVEMENT DURING ALL
PHASES OF WORK. THE FINAL SURFACE OF PAVEMENT SHALL BE FREE OF ALL DEFECTS
OR DAMAGE.
TYPICAL LIGHT DUTY ASPHALT PAVEMENT SECTION
6"
2 7/16" STRAND WITH 1 1/2" CLEAR
� t
FROM END OF CURB OR 243 REBAR.
Varies
Saw Cut
ALL LETTERING TO BE GREEN
SECURELY ATTACH WHEEL STOPS INTO PAVEMENT WITH NOT LESS THAN
0
TWO GALVANIZED STEEL DOWELS EMBEDDED IN HOLES CAST INTO WHEEL
2"
STOPS. FIRMLY BOND EACH DOWEL TO WHEEL STOP AND TO PAVEMENT.
rU)
V
EXTEND UPPER PORTION OF DOWEL 5 INCHES INTO WHEEL STOP AND
1% Slope
4"
1% Slope
LOWER PORTION 5 INCHES INTO PAVEMENT
I I -
-I I I-
4" min. " min. at Driveways &
Compacted ubgrade
Street Intersections)
Distressed Area To Be Patched I I I
I
-4"I
1/2"
6�
BOLTS, NUTS AND WASHERS.
Distressed Area + 1' Pipe O + 42"
Tack
0
8" Z-0" 8" 2'-0" 8"
6-0"
CONCRETE WHEEL STOP
NOT TO SCALE
Asphalt Surface
(1f k 1
CABC J
2' - 6" CURB & GUTTER
Joint Sealer Top of Curb
Gutter Surfac
* = 1/8" Radius
TRANSVERSE EXPANSION JOINT IN CURB & GUTTER
Score Full Width
Of Curb & Gutter
2'-0"
6" 1'-6"
1-1/2"
PLAN FRONT
STANDARD METHOD OF ENDING CURB & GUTTER
-SD+NPd� Dwg. No. SD -R-001
o� Concrete Curb and Gutter Date: 07/10/14
j • ri ! Scale: Not To Scale
h
4 0
R
re ,°
City of Sanford Engineering Dept - P.O. Box 3729 -Sanford, NC 27331 Drawn By: Staff
NOT TO SCALE
1O 4" 3,000 PSI CONCRETE
2O COMPACTED SUBGRADE
NOTE: CONCRETE SHALL BE DESIGNED TO ACHIEVE A 28 DAY
COMPRESSIVE STRENGTH OF 3,000 PSI
4• CONCRETE SIDEWALK PAVEMENT SECTION
NOT TO SCALE
1f) Ti PSI CONCRETE
O 4" AGGREGATE BASE COURSE (2" LIFTS MAX)
O COMPACTED SUBGRADE
NOTE: CONCRETE SHALL BE DESIGNED TO ACHIEVE A 28 DAY
COMPRESSIVE STRENGTH OF 4,000 PSI
HEAVY DUTY CONCRETE SECTION
NOT TO SCALE
O O 1) 8" AGGREGATE BASE COURSE (3"-4" LIFTS MAX)
2 1 O FILTER FABRIC
COMPACTED SUBGRADE
CONC. FILL - ROUND TOP
BOLLARDS SHALL HAVE PLASTIC
= COVER, COLOR: PANTONE 287 (TO
MATCH CARMAX "REFLEX BLUE")
5"0 EXTRA STRONG STL PIPE
CONCRETE FILLED; BITUMASTIC
= PAINT BELOW GRADE
CONC. WASH
FINISHED GRADE
III=i
#5 REBAR (TYP.)
V-6"
SITE BOLLARD
NOT TO SCALE
GRAVEL DRIVE SECTION
NOT TO SCALE
2 CO/
TRAF
4" WIDE PAI
BLUE LINES
ADA ACCESSIBLE PARKING SPACE DETAIL
NOT TO SCALE
Varies
5" - 0" (Typ)
Varies
Saw Cut
ALL LETTERING TO BE GREEN
00
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Utility Strip
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Asphalt Pavement I I I I
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1% Slope
SIGNS TO POST
1% Slope
--- - - - - - - - - -
I I
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I I -
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4" min. " min. at Driveways &
Compacted ubgrade
Street Intersections)
Distressed Area To Be Patched I I I
I
Varies
1J
Typical Pavement Repair Patch Typical Utility Cut Patch
BOLTS, NUTS AND WASHERS.
Distressed Area + 1' Pipe O + 42"
Tack
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SYMBOL TO BE WHITE
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1% Slope
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Existing
Minimum 1" Surface Course Tack New Asphalt - Exist.
Asphalt Surface
HMAC - SF 9.5A or Approved Equal Asphalt Thickness
MAXIMUM
+ 1" (2" Min.)
WHITE REFLECTIVE BACKGROUND
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I19.013 or Approved Equal
$250
THIS SIGN TYPICAL AT ALL
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"VAN ACCESSIBLE"
ARROW TO BE GREEN
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Exist. Base Course - Typically B" ABC I I
New ABC, AASHTO-80 Exist. Depth + 1" (8" Min) I I n
Granular Material or Flowable Fill, AASHTO-T99 -
PARKING SPACES
L ---J
Utility Centered In Trench
Notes:
1. The
pavement repair area shall be defined by a straight edge, preferably a machined saw cut.
2. The
asphalt pavement material shall be rolled and compacted to achieve a smooth level patch that
matches the existing grade.
SAllfp
of *a
Asphalt Pavement Patch
Dwg, No. SD -R-003
Date: 07/10/14
r z
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ALL LETTERING TO BE GREEN E N ALTY
Scale: Not To Scale
y4arexe°)g°
City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, NC 27331
Drawn By: Staff
GRAVEL DRIVE SECTION
NOT TO SCALE
2 CO/
TRAF
4" WIDE PAI
BLUE LINES
ADA ACCESSIBLE PARKING SPACE DETAIL
NOT TO SCALE
Varies
5" - 0" (Typ)
Varies
ALL LETTERING TO BE GREEN
00
O
N
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OI�6L6
Utility Strip
61
00
O
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4
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1% Slope
SIGNS TO POST
1% Slope
I.f -111_1 i I=SII I � �. 1 11-
I_I I I=1I`
I I -
-I I I-
4" min. " min. at Driveways &
Compacted ubgrade
Street Intersections)
Sidewalk w/ Utility Strip Behind Curb
Varies
S' - 0" (Typ)
BOLTS, NUTS AND WASHERS.
STANDARD SIGN #R7-8
0
0
H
SYMBOL TO BE WHITE
IIS
1% Slope
-III I T=1 I I -I
Compacted Subgrade
O
4" min. (6" min. at Driveways & Street Intersections)
Sidewalk at Back of Curb
a
1/4 of Slab Thickness
Trowelled Control Joint
Joint FTller4 Top of Sidewalk
Radius `
TRANSVERSE EXPANSION JOINT
Notes:
Concrete shall be 3000 psi at 28 days.
Expansion joints shall be 1/2" and have a maximum spacing of 50'.
Contraction joints equals 1/4 of slab thickness.
Control joint spacing shall be divided into 5'f sections using a grooving tool.
SpHFO Dwg. No. SD -R-004
eE �o
Sidewalk Date: 07/10/14
r x
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y4arene°)g° City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, NC 27331 Drawn By: Staff
ADA ACCESSIBLE SIGNAGE DETAIL
NOT TO SCALE
U :2
to in
Type A-1 Type B-1trossw lk !M Type C-1 Type D-1 Type E-1
Crosses Ik >�
„�., Sidewalk Sidewalk
All r mpS, warning p ate5 etc. all Inform t0 the latest A.D A. g idelineS.
Sidewalk 33 C sswalk Sidewalk gr ci sswalk
Type A-2 Type 5-2 Type C-2 Type D-2 Type E-2
V� 0, in in 0 V)
m v v v
6" Sidewalk - 5'-0" (Typ)
2-l"
Detectable Warning
0.04 Typ. Top of Sidewalk (Beyond)
4" Typ.
Typical Cross Section - Type 1 Ramps
6" Utility Strip - Width Varies Sidewalk - 5'-0" (Typ)
2' -0"
Detectable Warning Tap of Sidewalk (8eyontl)
0.04 Typ. 0.04 Typ.
4'Typ
�]
Etc! (3 C & G 7
Typical Cross Section - Type 2 Ramps T
S'-0" Min. 4-0" Mi S'-0" Min.
rCu�rbTransition Curb Transition
Top of Curb
Tap of Sltlewalk
Slope Varies - 12:1 Max. (8.33%) -/Gutter
GENERAL NOTES Typical Sidewalk Geometry - All Ramps
1. All work shall be in accordance with all applicable local, state and/or federal statutes, or regulations.
2. Place wheelchair ramps at locations designated on the drawings or as directed by the Engineer.
3. Plates with detectable warning surface shall be a minimum of 2' x 3'.
4. Ramp grades shall not exceed 12:1 (8.33°/x) in relation to the grade of the street.
5. Type B, C, D & E ramps shall be a minimum of 6" thick concrete.
Sol Dwg. No. SD -R-005
Typical Wheelchair Ramps Date: 07/10/14
r x
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h'p7iiq °,ao City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, NC 27331 Drawn By: Staff
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STANDARDS.
12"
ALL LETTERING TO BE GREEN
00
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OI�6L6
00
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&A MINIMUM OF 1" HIGH RESERVEDBOLT
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SIGNS TO POST
z
RESERVED
WITH 318" CADMIUM PLATED
PARKING
PARKING
BOLTS, NUTS AND WASHERS.
STANDARD SIGN #R7-8
(n
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SYMBOL TO BE WHITE
IIS
4-1
O
OLL<OL
MAXIMUM
WHITE REFLECTIVE BACKGROUND
PENALTY
=
�
$250
THIS SIGN TYPICAL AT ALL
W
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"VAN ACCESSIBLE"
ARROW TO BE GREEN
\
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VAN
PARKING SPACES
-
ACCESSIBLE
WHITE REFLECTIVE BACKGROUND n /*, XIMn /I
MAXIMUM
U
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CHANNEL POST
ALL LETTERING TO BE GREEN E N ALTY
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&A MINIMUM OF 1" HIGHr}GO
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4" DIA. STEEL PIPE BOLLARD FILLED
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STANDARD SIGN #R7 -8P
51r-
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REFLEX BLUE), UNLESS PROHIBITED
)
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BY LOCAL MUNICIPALITY
WHITE REFLECTIVE BACKGROUND
ALL LETTERING TO BE GREEN E I B
GC SSTRENGTH
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3000 PSI COMPRESSIVE
&A MINIMUM OF 1" HIGH
U_ °
CONCRETE
AT 28 DAYS
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a •
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.
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1. ALL SIGNS TO BE 0.080" THICK ALUMINUM, ONE AT EACH HANDICAPo
4
OU)�w
SPACE. WHERE HANDICAP SPACES FACE EACH OTHER WITHOUT
- _
_ _ =
=III=III=III=III=III= N
WALKWAY, THERE SHALL BE ONE POST WITH SIGNS MOUNTED
III
III III III III
BOTH SIDES.
� =1 I
'II
=1 I - -
` °°
2. ALL SIGNS SHALL CONFORM WITH ALL CURRENT A.D.A., FEDERAL,
III III III
a :III
III III III III
STATE AND LOCAL CODES AND REGULATIONS.
j
= 4" MIN.
3. PLACE "VAN ACCESSIBLE" SIGN IN FRONT OF VAN ACCESSIBLE
-
IIIIII
IIIIIIIII
SPACES ONLY.
I n I I III I
I MII -
V-6"
ADA ACCESSIBLE SIGNAGE DETAIL
NOT TO SCALE
U :2
to in
Type A-1 Type B-1trossw lk !M Type C-1 Type D-1 Type E-1
Crosses Ik >�
„�., Sidewalk Sidewalk
All r mpS, warning p ate5 etc. all Inform t0 the latest A.D A. g idelineS.
Sidewalk 33 C sswalk Sidewalk gr ci sswalk
Type A-2 Type 5-2 Type C-2 Type D-2 Type E-2
V� 0, in in 0 V)
m v v v
6" Sidewalk - 5'-0" (Typ)
2-l"
Detectable Warning
0.04 Typ. Top of Sidewalk (Beyond)
4" Typ.
Typical Cross Section - Type 1 Ramps
6" Utility Strip - Width Varies Sidewalk - 5'-0" (Typ)
2' -0"
Detectable Warning Tap of Sidewalk (8eyontl)
0.04 Typ. 0.04 Typ.
4'Typ
�]
Etc! (3 C & G 7
Typical Cross Section - Type 2 Ramps T
S'-0" Min. 4-0" Mi S'-0" Min.
rCu�rbTransition Curb Transition
Top of Curb
Tap of Sltlewalk
Slope Varies - 12:1 Max. (8.33%) -/Gutter
GENERAL NOTES Typical Sidewalk Geometry - All Ramps
1. All work shall be in accordance with all applicable local, state and/or federal statutes, or regulations.
2. Place wheelchair ramps at locations designated on the drawings or as directed by the Engineer.
3. Plates with detectable warning surface shall be a minimum of 2' x 3'.
4. Ramp grades shall not exceed 12:1 (8.33°/x) in relation to the grade of the street.
5. Type B, C, D & E ramps shall be a minimum of 6" thick concrete.
Sol Dwg. No. SD -R-005
Typical Wheelchair Ramps Date: 07/10/14
r x
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h'p7iiq °,ao City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, NC 27331 Drawn By: Staff
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STANDARDS.
!f
7
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
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CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
Date:
05/09/2018
Scale:
Drawn:
DWM
Checked:
JMC
Project No.
200-107
Computer Dwg. Name
200-107 - LOT 1 9 SITE D.TAILS
Sheet No:
9
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Date:
05/09/2018
Scale:
Drawn:
DWM
Checked:
JMC
Project No.
200-107
Computer Dwg. Name
200-107 - LOT 1 9 SITE D.TAILS
Sheet No:
9

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NOTES:
1. GRAVEL PAD TO BE 25'x 100' AND12" THICK
MINIMUM.
2. TURNING RADIUS SUFFICIENT TO
ACCOMMODATE LARGE TRUCKS IS TO BE
PROVIDED.
3. ENTRANCE(S) SHOULD BE LOCATED TO
PROVIDE FOR MAXIMUM UTILIZATION BY ALL
CONSTRUCTION VEHICLES.
4. MUST BE MAINTAINED IN A CONDITION
WHICH WILL PREVENT TRACKING OR
DIRECT FLOW OF MUD ONTO STREETS.
PERIODIC TOPDRESSING WITH STONE
MAY BE NECESSARY; KEEP SOME HANDY.
5. ANY MATERIAL WHICH STILL MAKES IT
ONTO THE ROAD MUST BE CLEANED UP
IMMEDIATELY.
6. IF CONSTRUCTION ON THE SITE IS SUCH THAT
MUD IS NOT REMOVED BY THE VEHICLE
TRAVELING OVER THE STONE, THEN THE TIRES
OF THE VEHICLE MUST BE WASHED BEFORE
ENTERING THE EXISTING ROAD.
VARIES
9' MIN
APPLICABLE AT ALL POINTS OF INGRESS & EGRESS
UNTIL SITE IS STABILIZED, FREQUENT CHECKS OF THE
DEVICE AND TIMELY MAINTENANCE MUST BE PROVIDED.
TEMPORARY CONSTRUCTION ENTRANCE
NOT TO SCALE
STAKES
(TYP)
STRAW BALES,
10 MIL PLAN CONCRETE BLOCKS,
PLASTIC LINER SANDBAGS, ECT.
NOTES:
1. ACTUAL LAYOUT DETERMINED IN FIELD
2. THE CONCRETE WASHOUT SIGN SHALL
BE INSTALLED WITHIN 30 FT. OF THE
TEMPORARY CONCRETE WASHOUT
FACILITY
STAPLES
(2 PER BALE
12" DIA.
STEEL WIRE
BLACK LETTERS
0.5 FT. HEIGHT
PLYWOOD
4 FT. x 2 FT.
CO CRETE1 PAINTED WHITE
WASHOUT LAG SCREWS
(0.5 IN.)
WOOD POST
(3.5 IN. x 3.5 IN. x 8 FT.)
CONCRETE WASHOUT SIGN DETAIL
BINDING WIRE
10 MIL
PLASTIC LINER STRAW BALES
NATIVE MATERIAL
(OPTIONAL)
WOOD OR OR METAL
STAKES (2 PER BALE)
SECTION
CONCRETE WASHOUT -ABOVE GRADE
NOT TO SCALE
STAPLE DETAIL
MAINTENANCE NOTES:
NPDES PERMIT COMPLIANCE REQUIRES INSPECTIONS EVERY 7 CALENDAR DAYS BY A NPDES QUALIFIED INSPECTOR AND
PERIODIC INSPECTIONS WITHIN 24 HOURS OF ANY RAINFALL EVENT OF 0.5 INCHES OR GREATER. THESE INSPECTIONS MAY
RESULT IN RECOMMENDATIONS FOR ROUTINE MAINTENANCE OF THE SOIL EROSION CONTROL DEVICES, AS WELL AS FURTHER
MAINTENANCE AS OUTLINED BELOW.
1. THROUGHOUT THE CONSTRUCTION PERIOD, ALL MUD/SILT TRACKED ONTO EXISTING TOWN/STATE ROADS FROM THE SITE DUE
TO CONSTRUCTION SHALL BE IMMEDIATELY REMOVED BY THE CONTRACTOR.
2. MAINTAIN THE GRAVEL PAD (CONSTRUCTION ENTRANCE/EXIT) IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING
THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP -DRESSING WITH 2 -INCH STONE. AFTER EACH RAINFALL, INSPECT
ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE
MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
3. INSPECT SEDIMENT FENCES (SILT FENCE) AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE,
REPLACE IT PROMPTLY. REMOVE SEDIMENT DEPOSITS ONCE ACCUMULATION HAS REACHED HALF OF THE HEIGHT OF THE
SILT FENCE TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE
CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT
DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN
PROPERLY STABILIZED.
4. INSPECT SILT FENCE OUTLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (Y2 INCH OR GREATER) RAINFALL EVENT.
CLEAR THE WIRE FENCE AND HARDWARE CLOTH OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR
SUBSEQUENT RAINS. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH OR HARDWARE CLOTH DURING SEDIMENT
REMOVAL. REPLACE STONE AS NEEDED.
5. INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT. CLEAR THE MESH
WIRE OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. TAKE CARE NOT TO
DAMAGE OR UNDERCUT THE SIRE MESH DURING SEDIMENT REMOVAL. REPLACE STONE AS NEEDED.
6. INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE
FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED. WHEN
THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL
GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
7. INSPECT PERMANENT DIVERSIONS AFTER EVERY RAINFALL DURING THE CONSTRUCTION OPERATION. IMMEDIATELY REMOVE
ANY OBSTRUCTIONS FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CHECK OUTLETS AND MAKE TIMELY
REPAIRS AS NEEDED. MAINTAIN THE VEGETATION INA VIGOROUS, HEALTHY CONDITION AT ALL TIMES. REPAIR JUTE NET AS
NEEDED TO ENSURE A GOOD STAND OF GRASS.
MIN. 10 GA. LINE WIRES
SILT FENCE FABRIC
INSTALLED TO SECOND
WIRE FROM TOP
8' MAX.
STEEL POST
4) INSPECTIONS
WOVEN WIRE FABRIC
STABILIZATION
SILT FENCE FABRIC
U-1
FILL SLOPE
TIME FRAME
FLOW GRADE *
■
�Z
N
FENCE FAILURES, USE No.
57 WASHED STONE. FOR
6" MIN. COVER
ANCHOR WHEN SILT
OVER SKIRT
FENCE IS PROTECTING
NONE
CATCH BASIN.
ANCHOR SKIRT AS
DIRECTED BY ENGINEER
Ai
Q
• HIGH QUALITY
■
Lo
O
■ ■
■ ■
■ ■
NOT TO SCALE
STAKES
(TYP)
STRAW BALES,
10 MIL PLAN CONCRETE BLOCKS,
PLASTIC LINER SANDBAGS, ECT.
NOTES:
1. ACTUAL LAYOUT DETERMINED IN FIELD
2. THE CONCRETE WASHOUT SIGN SHALL
BE INSTALLED WITHIN 30 FT. OF THE
TEMPORARY CONCRETE WASHOUT
FACILITY
STAPLES
(2 PER BALE
12" DIA.
STEEL WIRE
BLACK LETTERS
0.5 FT. HEIGHT
PLYWOOD
4 FT. x 2 FT.
CO CRETE1 PAINTED WHITE
WASHOUT LAG SCREWS
(0.5 IN.)
WOOD POST
(3.5 IN. x 3.5 IN. x 8 FT.)
CONCRETE WASHOUT SIGN DETAIL
BINDING WIRE
10 MIL
PLASTIC LINER STRAW BALES
NATIVE MATERIAL
(OPTIONAL)
WOOD OR OR METAL
STAKES (2 PER BALE)
SECTION
CONCRETE WASHOUT -ABOVE GRADE
NOT TO SCALE
STAPLE DETAIL
MAINTENANCE NOTES:
NPDES PERMIT COMPLIANCE REQUIRES INSPECTIONS EVERY 7 CALENDAR DAYS BY A NPDES QUALIFIED INSPECTOR AND
PERIODIC INSPECTIONS WITHIN 24 HOURS OF ANY RAINFALL EVENT OF 0.5 INCHES OR GREATER. THESE INSPECTIONS MAY
RESULT IN RECOMMENDATIONS FOR ROUTINE MAINTENANCE OF THE SOIL EROSION CONTROL DEVICES, AS WELL AS FURTHER
MAINTENANCE AS OUTLINED BELOW.
1. THROUGHOUT THE CONSTRUCTION PERIOD, ALL MUD/SILT TRACKED ONTO EXISTING TOWN/STATE ROADS FROM THE SITE DUE
TO CONSTRUCTION SHALL BE IMMEDIATELY REMOVED BY THE CONTRACTOR.
2. MAINTAIN THE GRAVEL PAD (CONSTRUCTION ENTRANCE/EXIT) IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING
THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP -DRESSING WITH 2 -INCH STONE. AFTER EACH RAINFALL, INSPECT
ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE
MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
3. INSPECT SEDIMENT FENCES (SILT FENCE) AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE,
REPLACE IT PROMPTLY. REMOVE SEDIMENT DEPOSITS ONCE ACCUMULATION HAS REACHED HALF OF THE HEIGHT OF THE
SILT FENCE TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE
CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT
DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN
PROPERLY STABILIZED.
4. INSPECT SILT FENCE OUTLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (Y2 INCH OR GREATER) RAINFALL EVENT.
CLEAR THE WIRE FENCE AND HARDWARE CLOTH OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR
SUBSEQUENT RAINS. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH OR HARDWARE CLOTH DURING SEDIMENT
REMOVAL. REPLACE STONE AS NEEDED.
5. INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT. CLEAR THE MESH
WIRE OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. TAKE CARE NOT TO
DAMAGE OR UNDERCUT THE SIRE MESH DURING SEDIMENT REMOVAL. REPLACE STONE AS NEEDED.
6. INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE
FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED. WHEN
THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL
GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
7. INSPECT PERMANENT DIVERSIONS AFTER EVERY RAINFALL DURING THE CONSTRUCTION OPERATION. IMMEDIATELY REMOVE
ANY OBSTRUCTIONS FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CHECK OUTLETS AND MAKE TIMELY
REPAIRS AS NEEDED. MAINTAIN THE VEGETATION INA VIGOROUS, HEALTHY CONDITION AT ALL TIMES. REPAIR JUTE NET AS
NEEDED TO ENSURE A GOOD STAND OF GRASS.
MIN. 10 GA. LINE WIRES
SILT FENCE FABRIC
INSTALLED TO SECOND
WIRE FROM TOP
8' MAX.
FRONT VIEW
NOTES:
1. USE SILT FENCE ONLY WHEN 3 26"
DRAINAGE AREA DOES NOT EXCEED co
1/4 ACRE AND NEVER IN AREAS OF
CONCENTRATED FLOW.
2. END OF SILT FENCE NEEDS TO BE
TURNED UPHILL. � I
SIDE VIEW
MIN. 12-1/2 GA.
INTERMEDIATE WIRES
GRADE
r-rrGm
STEEL POST
4) INSPECTIONS
WOVEN WIRE FABRIC
STABILIZATION
SILT FENCE FABRIC
U-1
FILL SLOPE
TIME FRAME
FLOW GRADE *
FOR REPAIR OF SILT
�Z
N
FENCE FAILURES, USE No.
57 WASHED STONE. FOR
6" MIN. COVER
ANCHOR WHEN SILT
OVER SKIRT
FENCE IS PROTECTING
NONE
CATCH BASIN.
ANCHOR SKIRT AS
DIRECTED BY ENGINEER
Ai
Q
• HIGH QUALITY
LU
Lo
O
UNLESS A SITE-SPECIFIC EXEMPTION IS APPROVED.
WATER (HOW)
7DAYS
NONE
RECORDS MUST BE KEPT FOR 3 YEARS AND AVAILABLE ON REQUEST.
L�llli..
FRONT VIEW
NOTES:
1. USE SILT FENCE ONLY WHEN 3 26"
DRAINAGE AREA DOES NOT EXCEED co
1/4 ACRE AND NEVER IN AREAS OF
CONCENTRATED FLOW.
2. END OF SILT FENCE NEEDS TO BE
TURNED UPHILL. � I
SIDE VIEW
MIN. 12-1/2 GA.
INTERMEDIATE WIRES
GRADE
r-rrGm
STEEL POST
4) INSPECTIONS
WOVEN WIRE FABRIC
STABILIZATION
SILT FENCE FABRIC
U-1
FILL SLOPE
TIME FRAME
FLOW GRADE *
FOR REPAIR OF SILT
�Z
N
FENCE FAILURES, USE No.
57 WASHED STONE. FOR
6" MIN. COVER
ANCHOR WHEN SILT
OVER SKIRT
FENCE IS PROTECTING
NONE
CATCH BASIN.
ANCHOR SKIRT AS
DIRECTED BY ENGINEER
Ai
TEMPORARY SILT FENCE
CONSTRUCTION SPECIFICATIONS
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE
ON ITS SIDE ON THE BOTTOM ROW TO ALLOW POOL
DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED
AT LEAST 2 INCH BELOW THE CREST OF THE STORM
DRAIN. PLACE THE BOTTOM ROW OF THE BLOCK
AGAINST THE EDGE OF THE STORM DRAIN FOR
LATERAL SUPPORT AND TO AVOID WASHOUTS WHEN
OVERFLOW OCCURS. IF NEEDED, GIVE LATERAL
SUPPORT TO SUBSEQUENT ROWS BY PLACING 2x4
WOOD STUDS THROUGH BLOCK OPENINGS.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE
WIRE MESH WITH 1/2 -INCH OPENING OVERALL BLOCK
OPENING TO HOLD GRAVEL IN PLACE.
3. USE CLEAN GRAVEL,3/4-TO 1/2 -INCH IN DIAMETER,
PLACED 2 INCHES BELOW THE TOP OF THE BLOCK ON
A 2:1 SLOPE OR FLATTER AND SMOOTH IT TO AN
EVEN GRADE. DOT #57 WASHED STONE IS
RECOMMENDED.
NOT TO SCALE
CONCRETE BLOCK
DEWATERING
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8. TEMPORARY SEEDING:
RE -FERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, RE -FERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION
OR OTHER DAMAGE.
9. PERMANENT SEEDING:
A. GENERALLY, A STAND OF VEGETATION CANNOT BE DETERMINED TO BE FULLY ESTABLISHED UNTIL SOIL COVER HAS
BEEN MAINTAINED FOR ONE FULL YEAR FROM PLANTING. INSPECT SEEDED AREAS FOR FAILURE AND MAKE NECESSARY
REPAIRS AND RESEEDINGS WITHIN THE SAME SEASON, IF POSSIBLE.
B. RESEEDING - IF A STAND HAS INADEQUATE COVER, RE-EVALUATE CHOICE OF PLANT MATERIALS AND QUANTITIES OF
LIME AND FERTILIZER. RE-ESTABLISH THE STAND AFTER SEEDBED PREPARATION OR OVER -SEED THE STAND. CONSIDER
SEEDING TEMPORARY, ANNUAL SPECIES IF THE TIME OF YEAR IS NOT APPROPRIATE FOR PERMANENT SEEDING.
C. IF VEGETATION FAILS TO GROW, SOIL MUST BE TESTED TO DETERMINE IF ACIDITY OR NUTRIENT IMBALANCE IS
RESPONSIBLE.
D. FERTILIZATION - ON THE TYPICAL DISTURBED SITE, FULL ESTABLISHMENT USUALLY REQUIRES REFERTILIZATION IN THE
SECOND GROWING SEASON. FINE TURF REQUIRES ANNUAL MAINTENANCE FERTILIZATION 9TABLE 6.12B). USE SOIL
TESTS IF POSSIBLE OR FOLLOW THE GUIDELINES GIVEN FOR THE SPECIFIC SEEDING MIXTURE.
10. SKIMMER BASINS
A. INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF INCH OR GREATER)
RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS
WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO
THAT THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, NOT
JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN
DOES NOT HOLD DOWN THE SKIMMER.
B. REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER IS FLOWING UNDERNEATH OR
AROUND THEM.
C. IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY JERKING ON THE ROPE WILL
MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE THE DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK,
PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE
SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE THE DEBRIS.
D. IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND THE OBSTRUCTION CLEARED
WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING
THE SKIMMER.
E. CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH FABRIC THAT SPANS THE
FULL WIDTH OF THE SPILLWAY. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND
INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL
TRASH AND DEBRIS FROM THE SKIMMER AND POOL AREAS.
F. FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE TAKEN IN
THE WINTER TO PREVENT THE SKIMMER FROM PLUGGING WITH ICE. IF ICE IS PRESENT IN THE SKIMMER BASIN, REMOVE
IMMEDIATELY.
4' MIN.
1' MIN.
x X
\ xX/71
\\ 18" MIN. STEEL FENCE
POST SET MAX.
Z APART
SILT FENCE
FABRIC
FILTER OF 1"
DIAMETER
STONE
A
L
FLOW
� 7
* " "SHED STONE
NOTE:
CONTRACTOR SHALL FIELD LOCATE OUTLETS AT LOW
POINTS IN EACH RUN OF SILT FENCE.
B
SILT FENCE FABRIC STEEL FENCE POST PLAN
WIRE FENCE
RIP RAP SPLASH PAD
FILTER OF 1"
DIAMETER W (SPILLWAY)
STONE MIN 2/3 STREAM WIDTH
BURY WIRE FENCE AND T FILTER FABRIC ON
FILTER FABRIC IN GROUND GROUND
SEE SILT FENCE DETAIL N o
( > SIDE VIEW
SILT FENCE OUTLET
NOT TO SCALE
SECTION A -A
WIRE MESH
CURB INLET
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FILTER
NOTES:
APPLICABLE AT CURB INLETS WHERE AN OVERFLOW
CAPABILITY IS NECESSARY TO PREVENT EXCESSIVE
PONDING IN FRONT OF THE INLET.
OVERFLOW
SEDIMENT LADEN
RUNOFF ��/ FILTERED WATER
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SEDIMENT III , � I a. III I i
11;11111 II;
WIRE SCREEN
2"x 4" STUD BRACE CURB INLET
BLOCK AND GRAVEL CURB INLET PROTECTION
11. CHECK DAMS
A. INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF INCH OR GREATER)
RAINFALL EVENT AND REPAIR IMMEDIATELY. CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD
CLOG THE CHANNEL WHEN NEEDED.
B. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH FLOWS AROUND THE
EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS,
ADDITIONAL MEASURES CAN BE TAKEN SUCH AS, INSTALLING A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE
CHANNEL (PRACTICE 6.31 RIPRAP-LINED AND PAVED CHANNELS OF NCDENR EROSION & SEDIMENTATION CONTROL
MANUAL).
C. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO CHANNEL VEGETATION,
ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM, AND PREVENT LARGE FLOWS FROM CARRYING
SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
12. HORSESHOE INLET PROTECTION
A. INSPECT HORSESHOE INLET PROTECTION AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER)
RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE SEDIMENT STORAGE AREA TO ITS
ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE
THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF THE
GRAVEL FACING.
B. CHECK THE STRUCTURE FOR DAMAGE. AND RIPRAP DISPLACED FROM THE STONE HORSESHOE MUST BE REPLACED
IMMEDIATELY.
C. AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND
ALL THE UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND PROVIDE PERMANENT
GROUND COVER (SURFACE STABILIZATION).
NOT TO SCALE
2' MIN
WIDTH
SPILLWAY CREST
710:L`19
COMPACTED SOIL
24" MIN
/ V MIN. BELOW LOWEST
BANK LEVEL (MIN)
RIPRAP
SECTION B -B
TEMPORARY STONE CHECK DAM
NOT TO SCALE
# 5 WASHED STONE
24" MIN FVOw
��� III III III III III III III III III III III III III III II
II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II I I I I I I I I I I I I I I
6' TYPICAL
TEMPORARY DIVERSION BERM/SWALE
NOT TO SCALE
1) GROUND STABILIZATION
a FLOW
4) INSPECTIONS
SITE AREA
STABILIZATION
STABILIZATION TIME
U-1
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
• SAME RAIN GAUGE & INSPECTIONS AFTER 0.5" RAIN EVENT
�Z
N
Ui
• INSPECTIONS ARE ONLY REQUIRED DURING "NORMAL BUSINESS HOURS"
U
7 DAYS
NONE
CD
N
CD
N
Ai
Q
24" MIN FVOw
��� III III III III III III III III III III III III III III II
II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II I I I I I I I I I I I I I I
6' TYPICAL
TEMPORARY DIVERSION BERM/SWALE
NOT TO SCALE
1) GROUND STABILIZATION
4) INSPECTIONS
SITE AREA
STABILIZATION
STABILIZATION TIME
SAME WEEKLY INSPECTION REQUIREMENTS
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
• SAME RAIN GAUGE & INSPECTIONS AFTER 0.5" RAIN EVENT
• PERIMETER DIKES,
• INSPECTIONS ARE ONLY REQUIRED DURING "NORMAL BUSINESS HOURS"
SWALES, DITCHES,
AND SLOPES
7 DAYS
NONE
CD
N
CD
N
W
• INSPECTION REPORTS MUST BE AVAILABLE ON-SITE DURING BUSINESS HOURS
• HIGH QUALITY
LU
Lo
O
UNLESS A SITE-SPECIFIC EXEMPTION IS APPROVED.
WATER (HOW)
7DAYS
NONE
RECORDS MUST BE KEPT FOR 3 YEARS AND AVAILABLE ON REQUEST.
ZONES
-0
0
IF SLOPES ARE 10' OR LESS
• ELECTRONICALLY -AVAILABLE RECORDS MAY BE SUBSTITUTED UNDER CERTAIN
• SLOPES STEEPER 7 DAYS IN LENGTH AND ARE NOT
THAN 3:1 STEEPER THAN 2:1, 14 DAYS
CONDITIONS.
Ln
O
ARE ALLOWED
5) IMPLEMENTATION OF NEW PERMIT CONDITIONS
• SLOPES 3:1 OR 7 -DAYS FOR SLOPES
FLATTER 14 DAYS GREATER THAN 50 FEET IN
LENGTH
• PROJECTS PERMITTED UNDER THE PREVIOUS PERMIT CAN CONTINUE TO
FOLLOW THE PREVIOUSLY -PERMITTED CONDITIONS.
• COMPLETE APPLICATIONS RECEIVED PRIOR TO AUGUST 3, 2011 CAN FOLLOW
LU
• ALL OTHER AREAS NONE
CONDITIONS OF APPROVED APPLICATION.
WITH SLOPES 14 DAYS (EXCEPT FOR PERIMETERS
APPLICATIONS RECEIVED AFTER AUGUST 2, 2011 MUST COMPLY WITH NEW
FLATTER THAN 4:1 AND HOW ZONES)
PERMIT CONDITIONS.
6) CONDITIONS IN EROSION & SEDIMENTATION CONTROL PLANS'
* "EXTENSIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY
BASED ON WEATHER OR OTHER SITE-SPECIFIC CONDITIONS THAT MAKE
COMPLIANCE IMPRACTICABLE." (SECTION II.13(2)(b))
DESIGNATION ON THE PLANS WHERE THE 7 AND 14 -DAY GROUND STABILIZATION
REQUIREMENTS OF THE NPDES PERMIT APPLY
2) BUILDING WASTES HANDLING
DESIGNATION ON THE PLANS WHERE BASINS THAT COMPLY WITH THE
SURFACE -WITHDRAWAL REQUIREMENTS OF THE NPDES PERMIT ARE LOCATED.
• NO PAINT OR LIQUID WASTES IN STREAM OR STORM DRAINS
• DEDICATED AREAS FOR DEMOLITION, CONSTRUCTION, AND OTHER
WASTES MUST BE LOCATED 50' FROM STORM DRAINS AND STREAMS
7) SEDIMENT BASINS
UNLESS NO REASONABLE ALTERNATIVES AVAILABLE.
• OUTLET STRUCTURES MUST WITHDRAW FROM BASIN SURFACE UNLESS
DRAINAGE AREA IS LESS THAN 1 ACRE.
• EARTHEN -MATERIAL STOCKPILES MUST BE LOCATED 50' FROM STORM
DRAINS AND STREAMS UNLESS NO REASONABLE ALTERNATIVES AVAILABLE.
. USE ONLY DWQ-APPROVED FLOCCULANTS.
• CONCRETE MATERIALS MUST BE CONTROLLED TO AVOID CONTACT WITH
SURFACE WATERS, WETLANDS, OR BUFFERS
�
3) DISCHARGES TO FEDERALLY -LISTED WATERS
• REQUIREMENTS ARE THE SAME AS IN PREVIOUS PERMIT.
• THE PERMIT ALLOWS REDUCTION FROM THE 20 ACRE MINIMUM IF THE
DIRECTOR OF DWQ DETERMINES THAT OTHER BMP'S PROVIDE
EQUIVALENT PROTECTION.
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STANDARDS.
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
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301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
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Project No.
200-107
Computer Dwg. Name
200-107 - LOT 110 EC DETAILS
Sheet No:
10
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Project No.
200-107
Computer Dwg. Name
200-107 - LOT 110 EC DETAILS
Sheet No:
10

NOTE: EROSION CONTROL BLANKET SHALL BE INSTALLED ON THE SIDESLOPES OF
THE CHANNEL FOR A DISTANCE OF WIN FRONT OF UPSTREAM AND DOWNSTREAM
ENDS OF ALL CULVERTS WHERE RIPRAP OR HEADWALLS ARE PLACED.
7�
\/\ W /i/ O
/
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND
SEED. WHEN USING CELL -O SEED DO NOT SEED PREPARED AREA. CELL -O SEED MUST BE INSTALLED WITH PAPER
SIDE DOWN.
2. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING THE BLANKET IN A 6" (15cm) DEEP X 6" (15cm) WIDE TRENCH WITH
APPROXIMATELY 12" (30cm) OF BLANKET EXTENDED BEYOND THE UP-SLOPE PORTION OF THE TRENCH. ANCHOR THE
BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30cm) APART IN THE BOTTOM OF THE TRENCH.
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12"
(30cm) PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL
WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12" (30cm) APART ACROSS THE WIDTH OF THE BLANKET.
3. ROLL CENTER BLANKET IN DIRECTION OF WATER FLOW IN BOTTOM OF CHANNEL. BLANKETS WILL UNROLL WITH
APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY
PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING
OPTIONAL DOT SYSTEM, STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS
CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. PLACE CONSECUTIVE BLANKETS END OVER END (SHINGLE STYLE) WITH A4"-6" (10cm-15cm) OVERLAP. USE A DOUBLE
ROW OF STAPLES STAGGERED 4" (1 Ocm) APART AND 4" (10cm) ON CENTER TO SECURE BLANKETS.
5. FULL LENGTH EDGE OF BLANKETS AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES
APPROXIMATELY 12" (30cm) APART IN A6" (15cm) DEEP X 6" (15cm) WIDE TRENCH. BACKFILL AND COMPACT THE
TRENCH AFTER STAPLING.
6. ADJACENT BLANKETS MUST BE OVERLAPPED APPROXIMATELY 2"-5" (5cm-12.5cm) (DEPENDING ON BLANKET TYPE) AND
STAPLED. TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERLAPPING BLANKET (BLANKET BEING
INSTALLED ON TOP) EVEN WITH THE COLORED SEAM STITCH ON THE BLANKET BEING OVERLAPPED.
7. IN HIGH FLOW CHANNEL APPLICATIONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT (9m -12m)
INTERVALS. USE A DOUBLE ROW OF STAPLES STAGGERED 4" (10cm) APART AND 4" (10cm) ON CENTER OVER ENTIRE
WIDTH OF THE CHANNEL.
8. THE TERMINAL END OF THE BLANKETS MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12"
(30cm) APART INA 6" (15cm) DEEP X 6" (15cm) WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
A CRITICAL POINTS
NOTE:
B
* HORIZONTAL STAPLE SPACING SHOULD BE ALTERED IF
A. OVERLAPS AND
NECESSARY TO ALLOW STAPLES TO SECURE THE CRITICAL
SEAMS
POINTS ALONG THE CHANNEL SURFACE.
B. PROJECTED WATER
Mar 1 -Apr 15
LINE
** IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR
C. CHANNEL
STAKE LENGTHS GREATER THAN 6" (15 cm) MAY BE
BOTTOM/SIDE SLOPE
NECESSARY TO PROPERLY ANCHOR THE BLANKETS.
VERTICES
125 lbs/acre (Tall Fescue); 35 lbs/acre (Browntop
Millet); 30 lbs/acre (Sorghum - Sudan Hybrids)
ROLLED EROSION CONTROL PRODUCTS (SWALE CONDITION)
NOT TO SCALE
\ \
\ , /
CLASS B RIP RAP(SEE SECTION THRU BASIN BELOW)
OW
�o
•
�� z5z5z5z52o INVERT CLAA/ B RIP RAP
FLOW Jill PIPE HEADW L
N\\ �z
/ SEDIM-% N #5 WASHED STONE.
STORAGE AREA - �� T K X 3' HIGH MIN.
I
NOTE:
/ GRAVEL & RIP RAP FILTER BERM BASIN DETAIL IS DESIGNED TO
PROTECT EXISTING PIPE INVERTS THAT DRAIN 10 ACRES OR LESS.
PERSPECTIVE VIEW
AREAS TO BE DISTURBED SEDIMENT STORAGE PIPE INVERT
(CUT, FILL, ETC.) FLOOD STORAGE ZONE RIP RAP HEADWALL
I-
\�Lc NATURAL
GROUND
F� FLOWS
Gw 1 .'-
-I I-
N�TE: IIII T n -m FILTER FABRIC
51IVF SNS ARE TiI CLASS 1 RIP -RAP
MINIMUM �-#57 WASHED STONE
ACCEPTABLE UNLESS
OTHERWISE NOTED. MAX. SEDIMENT DEPTH(CLEAN OUT POINT)
-II THRU BASIN, FILTER AND CULVERT PIPE
GRAVEL & RIPRAP HORSESHOE INLET BASIN
NOT TO SCALE
ROLLED EROSION CONTROL PRODUCT SLOPE INSTALLATION 12"
1. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECP's), INCLUDING ANY
NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED. NOTE: WHEN USING CELL -O -SEED DO NOT SEED
PREPARED AREA. CELL -O -SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE RECP's IN A 6" (15 CM) DEEP X 6" (15 CM) WIDE TRENCH
WITH APPROXIMATELY 12" (30cm) OF RECP's EXTENDED BEYOND THE UP-SLOPE PORTION OF THE TRENCH.
ANCHOR THE RECP's WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12"(30 CM) APART IN THE BOTTOM OF
THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND
FOLD REMAINING 12" (30 CM) PORTION OF RECP's BACK OVER SEED AND COMPACTED SOIL. SECURE RECP's
OVER COMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12"(30 CM) APART ACROSS
THE WIDTH OF THE RECP's.
3. ROLL THE RECP's (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. RECP's WILL UNROLL WITH
APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL RECP's MUST BE SECURELY FASTENED TO SOIL SURFACE
BY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN
USING THE DOT SYSTEM , STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS
CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. THE EDGES OF PARALLEL RECP's MUST BE STAPLED WITH APPROXIMATELY 2"- 5"(5 CM - 12.5 CM) OVERLAP
DEPENDING ON RECP's TYPE.
5. CONSECUTIVE RECP's SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN
APPROXIMATE 3" (7.5 CM) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30 CM) APART
ACROSS ENTIRE RECP's WIDTH. NOTE: *IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS
GREATER THAN 6" (15 CM) MAY BE NECESSARY TO PROPERLY SECURE THE RECP's.
ROLLED EROSION CONTROL PRODUCT DETAIL (SLOPE CONDITION)
NOT TO SCALE
PLAN
La
J
I IIIIIII II III I IIII I IIII I IIII I I
I II III III=III i 111 III III;
II III=1 =III=1
SECTION A -A
NOTES:
SEE APPROPRIATE SCHEDULE FOR DIMENSIONS
1. LA IS THE LENGTH OF THE RIPRAP APRON.
2. D = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS
THAN 6"
3. IN WELL-DEFINED EXTEND THE APRON UP THE CHANNEL
BANKS TO AN ELEVATION OF 6" ABOVE THE MAXIMUM
TAILWATER DEPTH OR TO THE TOP OF THE BANK WHICH
EVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
5 CM)
LENGTH AS NECESSARY
TO GO THRU DIKE
FLEXIBLE PIPE
STAKES @ 10' O.C.
TIE DOWN AT END
4' (MIN)*
/ IIII:
RIP -RAP APRON
10'Wx 20'Lx 18"D
(CLASS B)
PVC END
CAP \ PVC ELBOW
PROFILE
15" CPP
15" PIPE
1' MIN.
SEDIMENT PIT
1 2 H=D+12" z
/ \ X"
-I Fl ITS 7Tr- TLr r�rr
-IIT.
11ITII I-1-1
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RIP RAP & WASHED STONE
FILTER BERM
CONSTRUCTION SPECIFICATIONS:
1. THE TOP OF THE EARTH DIKE OVER THE INLET PIPE AND THOSE
DIKES CARRYING WATER TO THE PIPE SHALL BE AT LEAST 1 FOOT
HIGHER AT ALL POINTS THAN THE TOP OF THE INLET PIPE.
2. THE PIPE SHALL BE FLEXIBLE WITH WATER TIGHT CONNECTING
BANDS. FLEXIBLE PIPE SHOULD BE STAKED ON EITHER SIDE.
3. A RIP RAP APRON SHALL BE PROVIDED AT THE OUTLET, IF
EMPTYING INTO A DISTURBED AREA.
4. THE SOIL AROUND AND UNDER THE INLET PIPE AND ENTRANCE
SECTION SHALL BE HAND TAMPED IN 4" LIFTS TO THE TOP OF THE
EARTH DIKE.
5. FOLLOW-UP INSPECTION AND ANY NEEDED MAINTENANCE SHALL
BE PERFORMED AFTER EACH STORM.
TEMPORARY SLOPE DRAIN
NOT TO SCALE
WATER SURFACE
PVC END
CAP
SCHEDULE40
PVC PIPE
PVC TEE P C PIPE FLEXIBLE
12" HOLES IN HOSE
UNDERSIDE
FILTER BLANKET
SEE PLAN FOR SIZES
OUTLET PROTECTION FOR DEFINED CHANNEL
NOT TO SCALE
END VIEW
SCHEDULE40
PVC VENT PVC PIPE
PIPE \ /
PVC TEE
BOTTOM SURFACE
FRONT VIEW
NOTE: SKIMMER TO BE TETHERED
SKIMMER SEDIMENT BASIN
NOT TO SCALE
ORIFICE
PLATE
GRAVEL PAD
SEDIMENT PIT
DESIGN CRITERIA
Seedbed Preparation:
1. Chisel compacted areas and spread topsoil three inches deep over
adverse soil conditions, if available.
2. Rip the entire area to six inches deep.
3. Remove all loose rock, roots, and other obstructions leaving surface
reasonable smooth and uniform.
4. Apply agricultural lime, fertilizer and superphosphate uniformly and mix
with soil (see mixture)
5. Continue tillage until a well -pulverized, firm reasonably uniform seedbed
is prepared four to six inches deep.
6. Seed on a freshly prepared seedbed and cover seed lightly with seeding
equipment or cultipack after seeding.
7. Mulch immediately after seeding and anchor mulch.
8. Inspect all seeded areas and make necessary repairs for reseedings
within the planting season, if possible. If stand should be over 60%
damaged, reestablish following the original lime, fertilizer and seeding rates.
9. Consult EFS Environmental Engineers on maintenance treatment and
fertilization after permanent cover is established.
Mixture
Agricultural Limestone: 2 tons/acre (3 tons/acre in clay soils)
Fertilizer: 1,000 lbs/acre - 10-10-10
Superphosphate: 500 lbs/acre - 20% analysis
Mulch: 2 tons/acre - small grain straw
Anchor: Asphalt Emulsion at 300 gals/acre
Seeding Schedule
PERMANENT
Date
Type
Planting Rate
Aug 15 - Nov 1
Tall Fescue
300 lbs/acre
Nov 1 - Mar 1
Tall Fescue & Abruzzi Rye
300 lbs/acre
Mar 1 -Apr 15
Tall Fescue
300 Ibs/acre
Apr 15 - Jun 30
Hulled Common Bermudagrass
25 lbs/acre
Jul 1 -Aug 15
Tall Fescue AND Browntop Millet or Sorghum -
Sudan Hybrids ***
125 lbs/acre (Tall Fescue); 35 lbs/acre (Browntop
Millet); 30 lbs/acre (Sorghum - Sudan Hybrids)
TEMPORARY
Mar 1 - Jun 1
Sericea Lespedeza (scarified) and use the
following combinations:
50 lbs/acre (Sericea Lespedeza);
Marl -Apr 15
Add Tall Fescue
120 lbs/acre
Mar 1 -Jun 30
Or add Julled Common Bermudagrass
25 lbs/acre
Jun 1 - Sept 1
Tall Fescue AND Browntop Mullet or Sorghum -
Sudan Hybrids ***
120 lbs/acre (Tall Fescue); 35 lbs/acre (Browntop
Mullet); 30 lbs/acre (Sorghum - Sudan Hybrids)
Sept 1 - Mar 1
Sericea Lespedeza (unhulled - unscarified)
AND Tall Fescue
70 lbs/acre (Sericea Lespedeza); 120 lbs/acre
(Tall Fescue)
Nov 1 - Mar 1
And Abruzzi Rye
25 lbs/acre
Consult EFS Environmental Engineer for additional information concerning other alternatives for vegetation of denuded areas. The above vegetation
rates are those which do well under location conditions; other seeding rate combinations are possible.
*** TEMPORARY: Reseed according to optimum season for desired permanent vegetation. Do not allow temporary cover to grow over 12" in height
before mowing, otherwise fescue may be shaded out.
SUMMARY: TEMPORARY SEDIMENT BASIN
PRIMARY SPILLWAY:
RISER / BARREL PIPE
MAXIMUM DRAINAGE AREA:
100 ACRES MAX.
MINIMUM SEDIMENT STORAGE VOLUME:
1800 CUBIC FEET PER ACRE OF DISTURBED AREA
MINIMUM SURFACE AREA:
435 SQUARE FEET PER CFS OF PRMNFLOW
MINIMUM L/W RATIO:
2:1
MAXIMUM LAN RATIO:
6:1
MINIMUM DEPTH:
2 FEET
DEWATERING MECHANISM:
SKIMMER ATTACHED TO BOTTOM OF RISER
MINIMUM DEWATERING TIME:
24 HOURS
BAFFLES REQUIRED:
3 MINIMUM
DESIGN LIFE:
3 YEARS MAX
DAM HEIGHT:
15 FEET OR LESS FROM TOP OF DAM TO LOW
POINT OF DOWNSTREAM TOE.
SEE INC DENR EROSION and SEDIMENT
CONTROL PLANNING
and DESIGN MANUAL.
oo
S CREST
WIDTH
STONE W/FABRIC
P�
EM��G�NG�
PERSPECTIVE VIEW
BAFFLE (TYP.)
RISER
a SKIMMER
MIN. SIZE 15"CMP
12" SMOOTH WALL R
\ TETHER ROI
"C" ENCLOSURE CO�Oq
�rF
0
STONE ENERGY y
DISSIPATOR F'�'pgM
WATER ENTRY
UNIT
SEE N.C. DENR EROSION and SEDIMENT
CONTROL PLANNING and DESIGN MANUAL
FOR CONDITIONS WHERE PRACTICE APPLIES;
PLANNING CONSIDERATION & DESIGN CRITERIA.
SUPPORTROPE
TO WIRE TO
PREVENT SAGGING
4'MAX
GRAVEL
SUPPORT POST
24" INTO BOTTOM
OR SIDES
COIR MESH OR JUTE, TRENCHED
DESIGN LIFE OF FABRIC INTO BOTTOM AND SIDE
IS 6-12 MONTHS
SKIMMER SEDIMENT BASIN
NOT TO SCALE
INLET ZONE
35% OF SURFACE AREA
FIRST CHAMBER
25% OF SURFACE AREA
SECOND CHAMBER
\25% OF SURFACE AREA
EXTEND BAFFLES UP SIDES AS
TO NOT ALLOW FLOW AROUND
THE ENDS.
STAKE TO SUPPORT WIRE
T MIN
BAFFLE DETAIL
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STAN DARDS.
..11
,I
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # 1739
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CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # 1739
Date:
05/09/2018
Scale:
Drawn:
BWM
Checked:
JMC
Project No.
200-107
Computer Dwg. Name
200-107 - LOT I I I EC DETAILS
Sheet No:
11
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Scale:
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Checked:
JMC
Project No.
200-107
Computer Dwg. Name
200-107 - LOT I I I EC DETAILS
Sheet No:
11

BACK OF CURB FRAME GRATE AND HOOD NOTES: MORTAR JOINTS 1/2" +1- 18" THICK. ZO O 00 00 00 00
HSEE STD.NO. 840.03 USE CLASS "B" CONCRETE THROUGHOUT. I--I� S r-I�
NOTES: H X TOP ELEVATION EXPANSION JOINT %" O O O O W
1'-O" USE: FORMS FOR CONSTRUCTION OF THE BOTTOM SLAB. Q Q Q ¢ N N N N
DEDUCT FOR PIPE(S) FROM TOTAL CU. YDS. OF BRICK MASONRY. ¢ $" E 4'-6" 4`-6" ¢ - ' ' ' '
W1 (FT.) p 6" * THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING " 0 C=4 U USE #4 BAR DOWELS AT 12" CENTERS FOR ALL PIPE SIZES. rz-IMC=r3 U rZ-r� U U7 M N Q
o Y --- Y - o - s" s" o - O M N p
STANDARDS: 838.01, 836.11, 838.21, 838.27, 838.33, w J CL" Z PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12" W _jCLZ #4 BARS "V" STD. 840.03 FRAME LL. -'J d f -I Z '
838.39, 838.51, 838.57, 838.63 AND 838.69. O O U7 = A - ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66. O O U1 = @ EQUAL SPACES I GRATE & HOOD O O U1 Q O O O
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY W Q 0 11. °� B USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED. W Q Q LL.. 3„_ _J 112" 1 " w ¢ Q LL
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838. U C[ O CD USE BRICK OR CONCRETE BLOCK WHICH COMPLIES WITH THE REQUIREMENTS I- U � O =i0• -1 I � ! F- U Er O �Zrj
F- H - -- - 5" 8° = OF SECTION 840 OF THE STANDARD SPEDIFICATTONS. Q F I -y \ ! Q F-
USE 4000 PSI CONCRETE. H- z Z t- = z H 2 Z ~
W MIN. MIN. IF REINFORCED CONCAETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB W \ ! W
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 WO JQ D AS SHOWN ON STD. N0. 840.00. LL J IL! E- w J
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING O (Tj I. FOR 8'-0" IN HEIGHT OR LESS, USE B" WALL. OVER B'-0" IN HEIGHT, USE O O CO Q M m mJO
MIN. _ w R _ w " mfr
p I TO ASTM A185 WITH 2" MIN. CLEARANCE. z H _ 12" WALL TO 6'-0" FROM TOP OF WALL AND 8" WALL FOR THE REMAINING Z I' -I c� t�
H2 H2 PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH ou E- N o:; ° .' ;v.• , 6'-0 QUANTITES TO BE ADJUSTER ACCORDINGLY. F> -I - d a PLAN F�-I
i [I_ PLAN a mm w mw I1 W
CS/RCP H1 H1 i OSHA STANDARD 1926.704. r LU O X SEE NOTE CONSTRUCT WITH PIPE CROWNS MATCHING. W O ¢ J ¢ J" CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES w O
* PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY r O SECTION X -X CHAMFER ALL EXPOSED CORNERS 1". m Q m Q Z
i CONTRACTOR TOP ELEVATION - a a TOP ELEVATION
DRAWING NOT TO SCALE. w w 6" W
* ALL ELEMENTS PRECAST TO MEET ASTM C913. °0 'k EXPANSION JOINT
- - - - - - -
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR - - - - - - - USE ON FLAT GRADES 2R AND UNDER 2
1 -0 AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
FRAME GRATE AND H On TDP ELEVATION
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1". SEE STD.NO. 840.03 STEPS - STD. NO. 840.66 O
8" O. C.(TYP.} STEPS STD. NO. 840.66 S 3 - W _ 3'-Q"_J DEPRESSED GUTTER LINE V z
6" O.C.{TYP.} 6" g" e, EXPANSION JOINT
1/
REFER TO CHART REFER TO CHART _ - - - FOR BAR SIZE w MIN. MIN. V �_
FOR BAR SIZE NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS J Y A = I c TOP ELEVATION PLAN OF TOP SLAB SECTION S -S
AT 8" GTS. THE CONTRACTOR WILL HAVE THE OPTION J r ^ 6„ q o ELEVATION o C vi >
ELEVATION SIDE TO INCREASE THIS BAR SIZE AS NEEDED. LL a a 1 8" B +
3 T E T E Z NORMAL CURB AND GUTTER ON LIGHT GRADES L Z z O6 Z Z LLJ
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ENDWALL DIMENSIONS ¢ L �- SECTION Y -Y 6" Q 0
W2 (FT.) IZ a a' C MIN MIN. D 8° cc COm 2 " USE ON GRADES OVER 2� CC COm u) W
FT. MINIMUM MIN./MAX. MIN./MAX. MIN./MAX. MIN./MAX. MIN./MAX. O LW MIN' MIN- 0 III s 0 V V
= RISER HT. @3 EQUAL SPACES cu - _ -
PIPE DIA. BAR SIZE H1(FT.) H2(FT.) D (FT.) W1 W2 0 Lu p VARIES 0 V - - V 0 W z �!zl^�
Y o Z (,� _ #4 BARS r11-0:1
10" MAX 6' D" > W V
1.0 #5 @ 8" 1.25/2.00 2.0013.75 1.2511.75 3.0013.75 5.5016.00 V 6"MIN. v. Tv. P O EXPANSION JOINT T O Q �. > W W 0
i } 1.25 #5 @ 8r+ 1.25/2.00 2.00 3.0013.75 4.25 1 .5012.00 2.50 3.5013.75 3.75 6.5016.75 z6.75 MIN' T WHERE 30"T035"PIPElsUSEp SEE NdrE �' ~ U" E
„ 6 -.I- I 1 O DEPRESSED GUTTER LINE Q V (� �_ (� W
a,. T SECTION J -J 6"MIN. e'.' o •' ...'�.t'.�n'..' T -I
1.50 #5 @ s I 1 1 1 1 V_ 3 SEE NOTE Y ELEVATION � Y Z fA Z 0
CO E SECTION M -M cn � cn �
2.0 #5 @ 8" 1.50/2.50 4.0014.75 1.75/2.50 4.0014.25 7.50/8.25 } a WHERE 42" TO 54" PIPE !S USED } L) r SECTION R - R DOWEL NORMAL CURB AND GUTTER ON STEEP GRADES } L) r
D 2.5 #5 @ 8" 2.50/3.50 4.00/6.00 2.00/3.00 4.50/5.50 10.00/11.50 Q Lu WHERE 30"T036"PIPE IS USED Q Q
N J VARIES HT E 3 MINIMUM DIMENSIONS AND QUANTITIES FOR BRICK CATCH BASIN(BASED ON MIN. HEIGHT, H, WITH NO RISER)* i co N O
3.0 #5 @ 8" 3.00/3.50 5.00/6.00 2.75/3.50 5.2515.75 11.50/11.75 O Q 0 p CIO p m Z
Q Z F " DIMENSIONS OF BOX AND PIPE TOP SLAB CU.YDS. CONC. IN BOX BRICK MASONRY DEDUCTIONS
3.5 #5 @ 8" 3.25/4.50 6.00/6.75 3.2513.50 6.00/6.75 12.00113.25 Q W - I g J M - - Mp PIPE SPAN WIDTH WIDTH SPAN MIN. HEIGHT DIMENSIONS BARS -U BARS -V BARS -W TOTAL TOP BOTTOM TOTAL BRICK MSNR. BRICK ANO DNt PTFE
„ I7= �' I cc D A B C G H E F NO. LENGTH NO. LENGTH NO. LENGTH LBS. SLAB SLAB CONC. IN WALLS CONCRETE
4.0 #5 @ 8 3.50/4.50 6.50/7.00 3.2513.50 6.50/6.75 13.00113.25 o I I A 12" 3'-0" 2'-2" 2'-s" 0.281 D.281 0.683 1.164 0.020 0.042
L . PLAN 4.5 #5 @ 8" 4.0015.00 6.5018.50 3.2514.00 7.0019.25 13.50115.75 I 1s" 3'-a" 2'-2" 3'-0" 0.281 0.281 0.963 1.244 0.031 0.047
-��- - all
I 18" 3'-0" 2'-2" 3'-3" 0.281 0.281 1.043 1.324 0.044 0.065''-
5.0 #5 @ 8" 4.50/5.00 7.00/8.50 3.25/4.00 7.25/9.25 13.75/15.75 I I m 2a" 3'-0" 2'-z" 3'-s" 0.2s1 0.261 1.204 1.485 0.078 0.121
5.5 #5 @ 8" 4.50/5.00 7.50/8.50 3.25/4.00 7.2519.25 14.00/15.75 I I 30" 3'-0" 2'-2" 3'-4" 4'-3" l'-2" 4'-4" 4 1'-6" 3 4'-1" 3 4'-1" 45 0.147 0.374 0.621 1.606 2.217 0.122 0.184
7P :7 136" 3'-0" 2'-2" 3'-10" 4'-9" 1'-8" 4'-4" A 2' p" 4 4'-1" 3 4' 1" 49 9.187 0.415 0.602 1.914 2.516 0.176 0.261"i
6.0 #5 @ 8" 4.50/5.00 7.5018.50 3.2514.00 7.75/9.25 14.75116.75
WHERE 42"T054"PIPE IS USED 11 � 1 � � 42" 3'-O" 2'-2" 4'-5" 5`-3" 1'-5" 3'-6" 4 1'-9" 3 3'-3" 3 3'-3" 38 0.135 0.373 0.506 2.152 2.660 0-240 0.371 ..,
48" 3' -D"5' -0"-p" 3'-6" 4 2'-6" 4 3'-3" 3 3' 3" 41 0.173 0.410 0.583 2.415 2.998 0.313 0.477
SHEET 1 OF 1 DETAIL SHOWING METHOD SHEET 1 OF 2 54' 3'-0" 2'-2' 5'-7" 6'-3" 2'-7" 3'-6" 4 3'-O" 6 3'-3" 3 3' 3" SHEET 2 OF 2
- 47 0.211 0.448 0.659 2.806 3.465 0.396 0.595
838.80 OF RISER CONSTRUCTION PLAN PLAN 840.01 RISER HAS .321 CUBIC YARDS OF BRICK MASONRY PER FOOT HEIGHT 840.01
Z �+ Z E Z
CAI 43 O 23/" O 6,. A 6„ OPTIONAL MANHOLE O}
NOTE: USE TYPE "E", "F" AND "G" GRATE = _ Q DETAIL SHOWING TYPES OF GRATES¢ 3: GROUP
UNLESS OTHERWISE NOTED. M� Pte,\� s P zH= USE ACCORDING TO WATER FLOW. 2'- 113/ 1% -'-� zM E Q '
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Ld W Q Q U- = TYPE "G r' TYPE "E" TYPE "F" A A n� W ¢ Q C"' = X X L r OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR W Q Q u 2
1 ~ U O Cu _ 9 %8'r ~ U O C'3 � I i � � � D #4 BAR DOWELS AT 12" CENTERS AS DIRECTED 8Y THE ENGINEER. � U � O C3
tis" 2116' ¢ ,� -� ¢ F_ �, 1 . D ; a 0 301 GLENWOOD AVE. 220
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O O SECTION - LL SECTION - MM O I� Q O Iti ¢ w ¢ - w IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX, H
^ y O CA _ I 9�$rr H _ �( y" �_ _ _ a��' \\ , ADD TO BASE AS SHOWN ON STANDAR❑ ND. 840.00. H rr PHONE: [phone]
WATER FLOW -SAG �- WATER FLOW �-
MuffuN
A o o A ALIGN FRAME WITH INSIDE H r H i a PROVIDE ALL JUNCTION BOXES OVER 3'-6" IN DEPTH WITH STEPS H FAX [phone]
EDGE OF WALL TO ALLOW - r d p - - - - -- - -- -- - - - - - - - - - - - - - - - - - - - - - - - - - r CL p -' - 12" ON CENTERS IN ACCORDANCE WITH STD. NO. 840.66. r 0- O
0rFOR VERTICAL ADJUSTMENT �1-� 1" r 0 B 11/2" „ r 0 6" 3' ADJUST THE STEEL, CONCRETE AND BRICK MASONRY QUANTITIES r 0
O O WALL SECTION°' 1 3/ `� TO INCLUDE THE ADDITION OF THE MANHOLE (I.E. DIAGONAL BARS
Y SEE STANDARD 840.64 C SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE
_ FOR MANHOLE COVER & FRAME #4 BARS "A" HEIGHT BRICK MASONRY, OPENING IN TOP SLAB.)
0 o SECTION - SB 1 T - PLAN OPTIONAL SPACED 6
C. TO C. MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO TOP www.cegroupinc.com
SECTION - PP SECTION - NN `II II' T IiIF
SECTION B -B BRICK MAY
FRAME USED
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6 COVER TO SURFACE
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K K N 13i" _ 0 . o P RAISED
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p Q z (/ \ p a Q DIMENSIONS AND QUANTITIES FOR CONCRETE JUNCTION BOXES z I I `
Q Q ['0 312
Q H DIMENSIONS OF BOX AND PIPE REINFORCEMENT TOP SLAB CUBIC YARDS TOTAL QUANTITIES DEDUCTIONS FOR ONE Q _ s
m = U? O \N
!Z2 " r H BARS "A" DIMENSIONS IN BOX BOX AND SLABS PIPE CU.YDS. W % V �. ���� �i
L M C9 rn�� I_ /_I \ Cn 1 rr r~` 1 _ (� 6" PIKE SPAN WIDTH HEIGHT (I) F O �NGINE�.� `
J FRAME PLAN SECTION JJ Q T O M\ 1/8rr rr 'm ¢ O p i EXPr JOINT D A B H NO. LENGTH E F C.S. R.C. }� = N �i,, //"� [ A Cj�y�C
N Z 1 �2 r m r z X 6" TOP BOTTOM WALL] LBS. CU. YDS. W //ice' s�r ••■•IV■1••• h\ \````'3
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W v 1 W wVuu/mnuNunl\\\�
1� " 3'-D%8" S5/SIS p (!} rr /8 12" 2'-0" 2'-0" 2'-3" 12 2' 9" T-0" T-0" 0.167 0.167 0.185 22 0.750 0.015 0.024 Q Z
%2" Q Q. Q. 11 rr _N '9 13/ Q Q. -' 15" 2'-3" 2'-3" 2'-6" 12 3'-0° 3`-3° 3'-3° 0.196 0.196 0.204 24 0.902 0.023 0. U36 Q Q `J
R 3" RF u. i, 1/B'r 1]/2r'R cc: 6" a' i z 18" 2'-6" 2'-6" 2'-9" 14 3' 3" 3'-6" 3'-6" 0.227 0.227 0.222 30 1.065 0.033 0.049 V
O , „ 1 Y2 1 3/ 1/8 L- 0 24" 3'-0" 3'-0" 3'-3" 16 3'-9" 4'-0" 4'-D" 0.296 0.296 0.259 40 1.434 0.059 0.085
6r. 2r-o,r 6„ r ,2„ LL- 2 -11`3/ 2'-113/4" LL B
-� iL o-, 30" V-6" 3'-6" 3'-9" 18 4'-3" 4'-6" 4'-6" 0.375 0.375 0.296 51 1.860 0.092 0.127
31/2" B,r 3' O" 6,r �3�2 1 34r' O S 43� " 3 r1 r _ 11/2 rr � 1 i 2 r� I � �$r' ij2 rr 3b" 4'-0" 4'-0" 4'-3" 20 4' 9" 5'-0" 5'-0" 0.463 0.463 0.333 64 2.341 0.132 0.176
Y I"+ 1 j r' I[r' - L 6 EE N TEail DOWEL 42" 4'-6" 4'-6" 4'-9" 22 5'-3" 5'-6" 5'-6" 01560 0.560 0.370 77 2.878 0.180 0.243
SECTION - KK „ 14e I I 13/'+ SECTION A A -~��� / �/ �/ 48" 5'-4" 5'-4" 5'-3" 26 6'-3" 6'-4" 6'-4" 0.743 0.743 0.407 111 3.623 0.235 0.317
3 2'- 111/2 I I 54/$" �78 SECTION t - 1 54" 5'-10" 5'-10" 6'-9" 28 6'-7" W-10" 6'-10" 0.865 0.865 0.444 126 4.263 0.297 0.401
C:cY R ter`- SHEET 1 OF 2 TYPE F SECTION A -A SHEET 2 OF 2 60" 6'-fi" S'-6" 6'-3" 30 7'-3" 7'-6" 7'-6" 1.042 1.042 0.481 145 5.090 9.367 0.495 SHEET 1 OF 1
g HOOD ELEVATION SECTION - RR TYPE G fib" 7'-1" 7'-1" 6'-9" 32 7'-10" B'-1" 8'-1" 1.210 1.210 0.518 169 5.917 0.444 0.589
840.03 840.03 84Eel
n NOTES:
INSTALL ALL STEPS PROTRUDING 4" FROM INSIDE FACE OF STRUCTURE WALL.
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED Q Q
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS. Q < � Z
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ELEVATION
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ELEVATION NOTE: BwM
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IProject No
200-107
Computer Dwcg. Name
°� 200-107 - LOT 1 12 5TOFV DETAIL5
a)
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y ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY 12
OF SANFORD'S SPECIFICATIONS AND DESIGN
J
STANDARDS.
V
1

Cleanout City Manhole
Centerline of Tap Shall Not Be Lower
Than Centerline of Sewer Main and a
Maximum of 2' Above the Centerline
3" Min -6" Max
Sewer Lateral (4" Typ) - Min. 20/a Grade
Flow
Stub w/ Glue -on Cap
Single Hub Cast Iron Soil Pipe
Or, PVC Schedule 40
Notes:
City Sewer Line
See drawing No. SD -S-003 for manhole detail
1. Please contact the City of Sanford @ 919-777-1122 for for specifications fro commercial applications
or laterals over 6" 0.
2. Refer to City of Sanford drawing SD -R-003 for asphalt patch details if necessary.
3. All work within the street ROW shall be performed by a licensed utility contractor.
O�gANF0�Q
Dwg. No. SD -S-002
Sewer Tap Into Manhole Date: 07/10/14
� a
J• ,� Scale: Not To Scale
City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, NC 27331 Drawn By: Staff
NEW ASPHALT TYPE 1-2
EXISTING PAVEMENT 2" MINIMUM
EXISTING
SUBGRADE
COMPACTED FILL }�
IN 6" LIFTS
PIPE
NOTES:
1. The pavement cut shall be defined by a straight edge
preferably a machine saw cut.
2. The trench subgrade material shall be backfilled
with suitable material and compacted to a density
of at least 95% of that obtained by compacting a
sample of the material in accordance with AASHTO
T-99 as modified by NCDOT.
3. The final 1' of fill shall consist of ABC
material compacted to a density equal to 100%
of that obtained by compacting a sample of the
material in accordance with AASHTO T-80 as
modified by NCDOT.
4. The entire thickness and vertical edge of cut
shall be tacked.
5. The same depth of pavement material which exists
shall be reinstalled, but in no case shall
the asphalt be less than 2" thick.
6. The asphalt pavement material shall be
installed and compacted thoroughly to
achieve a smooth level patch.
7. Refer to City of Sanford standards for
trenches and pipe bedding
for additional details.
EXISTING PAVEMENT \
UNDISTURBED SOIL
STANDARD ASPHALT PAVEMENT PATCH DETAIL
NOT TO SCALE
PAVEMENT OPTION
THE FULL LENGTH OF THE SERVICE DITCH SHALL
BE COMPACTED IN 6" LIFTS WITH MECHANICAL TAMP.
ALL TAPS WILL BE MADE USING MECHAN1CAL TAPPING
MACHINE. FOR PVC INSTALLATIONS, SADDLE AND BEND
MUST BE BEDDED IN #67 STONE. BEDDING AND HAULING
MUST COMPLY WITH REQUIREMENTS OF STANDARD DETAIL
S-4.
8",10" OR 12" TAPPING
SADDLE OR IN-LINE WYE
1/16" OR 1/8" C. 1. BEND
'45°SEWER
SADDLE
FOR SADDLE INSTALLATION
DETAILS, SEE STANDARD
DETAIL S-31 & S-32.
1 PIECE OF PIPE
MIN. GRADE 1%
BARREL OF PIPE TO
REST ON UNDISTURBED SOIL
TYPICAL SANITARY SEWER LATERAL CONNECTION
NOT TO SCALE
PROPERTY
LINE
CAST IRON OR BRONZE
CLEAN OUT PLUG
4" D.I. OR
PVC PIPE
1.0EXTENSION
\WITH PERMANENT
PLUG CAP
COMBINATION LONG
TURN PATTERN
Y AND 1/8" BEND
FINAL
BACKFILL
INITIAL
BACKFILL
SPRING LINE
HAUNCHING
TAMP WELL UNDER
BOTTOM HALF
OF PIPE
FINISHED
GRADE
24.O;i:..
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UNDISTURBED SOIL
#67 STONE
PIPE GRADE
4" BEDDING
MINIMUM E
6" O.D. OF PIPE 6" I/ CLEARANCE
TYPICAL TRENCH BOTTOM DIMENSIONS FOR
SDR 35 PVC GRAVITY PIPE
NOTES:
1. For trenches requiring shoring and bracing, dimensions shall
be taken from the inside face of the shoring and bracing.
2. No rocks or boulders 4" or larger to be used in initial backfill.
3. All backfill material shall be suitable native material.
4. Backfill shall be tamped in 6" lifts in traffic areas, 12" in
non -traffic areas.
TRENCH BOTTOM DIMENSIONS AND BACKFILLING
REQUIREMENTS FOR PVC GRAVITY SEWER MAIN
NOT TO SCALE
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STAN DARDS.
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CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
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301 GLENWOOD AVE. 220
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PHONE: [phone]
FAX [phone]
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License # C-1739
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V
1
DoQo�
O O
Concrete Collar
Adjustable Valve Box
F
Utility Contractor
Compression fitting corporation stop
2" Gate Valve w/ 2" Square Operating Nut
Water Line
Cast Iron meter box
Notes:
1. Refer to City of Sanford drawing SDR -0011 for asphalt patch details if necessary.
2. Use high bypass models only.
3. Meters furnished by City.
0
m
L
Oil
N
7
O
roperty Owner
/ Plumber
Dwg. No. SD -W-002
O�SpNF0�4 Tap & Meter w/ Custom Setter Date: 07/10/14
J• Scale: Not To Scale
cy�AreBeo�s'a City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, INC 27331 Drawn By: Staff
Th
• Valve w/ 2" Sq. Operating Nut <°
4 P
v Varies Thrust Blocking
City Water Main r 9
Eye Bolt Flange Lug
17'.4 Di
Notes: Typical Tie Rad Restraint
1. Refer to City of Sanford drawing SD -R-003 for asphalt patch details if necessary.
2. Entire hydrant leg shall have minimum of 3'-0" cover. Ductile Iron Cl 50 shall otherwise be used.
3. Within the city limits of Sanford or within the Northview Fire District, the 21/2" nozzles shall have City of
Sanford threads (3.112" x 8 threads per inch). All other locations shall be National Standard Thread.
4. Restrained Joints required throughout fire hydrant assembly.
SpNFO Dwg. No. SD -W-009
o� �a Fire Hydrant Assembly Date: 07/10/14
r
�,� • .� Scale: Not To Scale
ya�rERF°`a' City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, NC 27331 Drawn By: Staff
WE
From City
Notes:
IN
1. All assemblies shall be installed in compliance with all applicable City of Sanford ordinances and State of NC codes
2. Contact the City of Sanford Utilities Connections Coordinator for additional information.
3. Double Check Valve Backflow Prevention Assembly shall comply with ASSE 1015 and AWWA C510.
4, Pad shall be minimum 4" thick concrete - 2800 psi @ 28 days or approved pre -fab equivalent.
5. Hotbox enclosures shall comply with ASST= 1060.
6. Property owner shall be responsible for freeze protection, operation, maintenance, testing and reporting.
7. The minimum pad thickness shall be 6" thick concrete - 2800psi @ 28 days or approved pre -fab equivalent.
8. Pipe supports shall be installed at valves.
9. Detector Assembly shall be included with un -metered assemblies.
Submit Shop Drawings For Double Check Valve Assemblies Located Below Ground Level.
O�SpNto Dwg. No. SD -W-004
Double Check Valve Date: 07/10/14
• Back Flow Prevention Assembly > 2" Scale: Not To Scale
H'RrE6`g1ga City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, INC 27331 Drawn By: Staff
FINISHED GRADE
BACKFILL
0 0
O� O 0 OC
UNDISTURBED S❑IL
#67 STONE / /MINIMUM SIDE
WHEN ROCK 6" O.D. OF PIP 6" CLEARANCE
OR WATER IS
ENCOUNTERED
NOTES;
1, Trenches requiring shoring and bracing, dimensions shall be
taken from the inside face of the shoring and bracing,
2. No rocks or boulders 4° or
Larger to be used in backfill.
3. All backfill material shall be
suitable native material.
4. Backfill shall be tamped in 6"
lefts,
5. Achieve 95% compaction in
backfill.
TRENCH BOTTOM DIMENSIONS + BACKFILLING REQUIREMENTS FOR DUCTILE IRON
NOT TO SCALE
r rc
Notes:
1. All assemblies shall be installed in compliance with all applicable City of Sanford ordinances and State of NC codes
2. Contact the City of Sanford Utilities Connections Coordinator for additional information.
3. Reduced Pressure Zone Backflow Prevention Assembly shall comply with ASSE 1013 and AWWA C511.
4. Pad shall be minimum 4" thick concrete - 2800 psi @ 28 days or approved pre -fab equivalent.
5. Hotbox enclosures shall comply with ASSE 1060.
6. Property owner shall be responsible for freeze protection, operation, maintenance, testing and reporting.
7. The minimum pad thickness shall be 6" thick concrete - 2800psi @ 28 days or approved pre -fab equivalent.
8. Pipe supports shall be installed at valves.
9. Detector Assembly shall be included with un -metered assemblies.
O�SpNto Dwg. No. SD -W-006
Reduced Pressure Zone Date: 07/10/14
• Back Flow Prevention Assembly > 2" Scale: Not To Scale
�H'RrE6`g1ga City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, INC 27331 Drawn By: Staff
"X" BAR
Q
oL
O a
Q
THRUST COLLAR
UNDISTURBED SOIL
3" MIN.
CLEARANCE
"Y" BAR -
REINFORCING REQUIREMENTS
"Br
3" MIN.
CLEARANCE
Hotbox Enclosure - See Note #6.
O O O
"X" BAR LENGTH "X" BAR WEIGHT
"Y" BAR LENGTH "Y" BAR WEIGHT
iTh
6"-36" #5
2'-2"+O.D. PIPE 1.043 LBS/FT
4 See Note 9
X -24,Y-12
48" 8 greater #6
Pad: See Notes #4 & 7
1'-3" 1.9 LBS. EACH
X-24, Y-12
a 4 .a d
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From City
Notes:
IN
1. All assemblies shall be installed in compliance with all applicable City of Sanford ordinances and State of NC codes
2. Contact the City of Sanford Utilities Connections Coordinator for additional information.
3. Double Check Valve Backflow Prevention Assembly shall comply with ASSE 1015 and AWWA C510.
4, Pad shall be minimum 4" thick concrete - 2800 psi @ 28 days or approved pre -fab equivalent.
5. Hotbox enclosures shall comply with ASST= 1060.
6. Property owner shall be responsible for freeze protection, operation, maintenance, testing and reporting.
7. The minimum pad thickness shall be 6" thick concrete - 2800psi @ 28 days or approved pre -fab equivalent.
8. Pipe supports shall be installed at valves.
9. Detector Assembly shall be included with un -metered assemblies.
Submit Shop Drawings For Double Check Valve Assemblies Located Below Ground Level.
O�SpNto Dwg. No. SD -W-004
Double Check Valve Date: 07/10/14
• Back Flow Prevention Assembly > 2" Scale: Not To Scale
H'RrE6`g1ga City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, INC 27331 Drawn By: Staff
FINISHED GRADE
BACKFILL
0 0
O� O 0 OC
UNDISTURBED S❑IL
#67 STONE / /MINIMUM SIDE
WHEN ROCK 6" O.D. OF PIP 6" CLEARANCE
OR WATER IS
ENCOUNTERED
NOTES;
1, Trenches requiring shoring and bracing, dimensions shall be
taken from the inside face of the shoring and bracing,
2. No rocks or boulders 4° or
Larger to be used in backfill.
3. All backfill material shall be
suitable native material.
4. Backfill shall be tamped in 6"
lefts,
5. Achieve 95% compaction in
backfill.
TRENCH BOTTOM DIMENSIONS + BACKFILLING REQUIREMENTS FOR DUCTILE IRON
NOT TO SCALE
r rc
Notes:
1. All assemblies shall be installed in compliance with all applicable City of Sanford ordinances and State of NC codes
2. Contact the City of Sanford Utilities Connections Coordinator for additional information.
3. Reduced Pressure Zone Backflow Prevention Assembly shall comply with ASSE 1013 and AWWA C511.
4. Pad shall be minimum 4" thick concrete - 2800 psi @ 28 days or approved pre -fab equivalent.
5. Hotbox enclosures shall comply with ASSE 1060.
6. Property owner shall be responsible for freeze protection, operation, maintenance, testing and reporting.
7. The minimum pad thickness shall be 6" thick concrete - 2800psi @ 28 days or approved pre -fab equivalent.
8. Pipe supports shall be installed at valves.
9. Detector Assembly shall be included with un -metered assemblies.
O�SpNto Dwg. No. SD -W-006
Reduced Pressure Zone Date: 07/10/14
• Back Flow Prevention Assembly > 2" Scale: Not To Scale
�H'RrE6`g1ga City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, INC 27331 Drawn By: Staff
"X" BAR
Q
oL
O a
Q
THRUST COLLAR
UNDISTURBED SOIL
3" MIN.
CLEARANCE
"Y" BAR -
REINFORCING REQUIREMENTS
"Br
3" MIN.
CLEARANCE
I.D. PIPE REBAR SIZE
"X" BAR LENGTH "X" BAR WEIGHT
"Y" BAR LENGTH "Y" BAR WEIGHT
NO. REQUIRED
6"-36" #5
2'-2"+O.D. PIPE 1.043 LBS/FT
1'-1" 1.1 LBS. EACH
X -24,Y-12
48" 8 greater #6
3'-0"+ O.D. PIPE 1.502 LBS/FT
1'-3" 1.9 LBS. EACH
X-24, Y-12
THRUST COLLAR, AND THRUST SCHEDULE
I.D. PIPE "A" "B" "C.6"-16", 26"-24", 30"-36", 48"
6" - 36" p-4.. 1'-Y, 2" 3„ 4„
48" 8 greater 1'-8" 1'-9" 6"
NOTES:
1. SEE STANDARD THRUST BLOCK INSTALLATION DETAIL FOR THRUST BLOCK LOCATIONS.
2. CONCRETE SHALL BE 3000 PSI AND TRANSIT MIXED.
3. REINFORCING BARS SHALL BE DEFORMED AND TIED TOGETHER.
4. TRENCH BOTTOM WIDTH IN VICINITY OF THRUST BLOCK INSTALLATION SHALL BE THE MINIMUM WIDTH
AS SHOWN ON STANDARD DETAIL W-3.
5. BACKFILL TAMPED IN 6" LIFTS PER
STANDARD BACKFILLING REQUIREMENT DETAIL.
6. THRUST COLLAR MUST BE FACTORY
WELDED ON BOTH SIDES ALONG BOTH
EDGES OF COLLAR AROUND CIRCUMFERENCE.
THRUST BLOCKING DESIGN DATA FOR WATER MAINS
NOT TO SCALE
* 5" - 300 Storz Connection w/ Secured Cap.
FDC Shall Exit HotBox On Side That Is Most
Accessible TD Fire Department.
See Note 10
Hotbox Enclosure - See Note #6.
Check Valve
(Minimum 4" 0 Dry Pipe To FDC)
I I IIMINE 1011 II ll IIS, .
luta= i
IIt_ Il � • � 11
From City water Supply
Notes:
3" or Smaller RPZDA's For Fire Protection
To Build
1. All assemblies shall be installed in compliance with all applicable City of Sanford ordinances and State of NC codes
2. Contact the City of Sanford Utilities Connections Coordinator for additional information.
3. Reduced Pressure Zone Backflow Prevention Assembly shall comply with ASSE 1013 and AWWA C511.
4. Double Check Valve Backflow Prevention Assembly shall comply with ASSE 1015 and AWWA C510.
5. Pad shall be minimum 4" thick concrete - 2800 psi @ 28 days or approved pre -fab equivalent.
6. Hotbox enclosures shall comply with ASSE 1060.
7. Property owner shall be responsible for freeze protection, operation, maintenance, testing and reporting.
4" or Larger RPZ's For Fire Protection
8. The minimum pad thickness shall be 6" thick concrete - 2800psi @ 28 days or approved pre -fab equivalent.
9. Pipe supports shall be installed at valves.
10. Detector Assembly shall be included with un -metered assemblies.
SpNfo Dwg. No. SD -W-007
o� �a Fire Suppression Back Flow Assembly Date: 07/10/14
• With FDC At Hot -Box Scale: Not To Scale
H'RrE6`g1ga City of Sanford Engineering Dept - P.O. Box 3729 - Sanford, INC 27331 Drawn By: Staff
STANDARD THRUST BLOCK INSTALLATION FOR 16'
NOT TO SCALE
VALVE
STANDARD THRUST BLOCK
16" MA
BLOCK REQUIRED, ON MAINS
GREATER THAN 16"- 2 THRUST
BLOCKS REQUIRED.
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STAN DARDS.
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
4 2
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301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
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Date:
05/09/2018
Scale:
Drawn:
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Project No.
200-107
Computer Dwg. Name
200-107 - LOT 1 14 t";'ATER DETAILS
Sheet No:
14
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Project No.
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Computer Dwg. Name
200-107 - LOT 1 14 t";'ATER DETAILS
Sheet No:
14

THRUST BLOCKING
TEE INTERSECTI❑N
NOTES:
1• CONCRETE SHALL BE 3000 PSI
2. CONCRETE SHALL NOT CONTACT
BOLTS OR ENDS OF MECHANICAL
J❑INT FITTINGS.
3• TRENCHES SHALL CONFORM TO
STANDARD DETAIL W-3•
4. SEE STANDARD THRUST BLOCK
TABLES FOR AREA OF CONCRETE
REQUIRED•
5. ALL BENDS AND INTERSECTIONS
SHALL HAVE CONCRETE THRUST
BLOCKING.
45° BEND
°° ° 4 �
° aYII �
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�00 I�
`/Vlil
THRUST BLOCK o I o A.
AREA
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® D•`Dn Dvc
(2) 450 BENDS FOR
90° ANGLE
STANDARD THRUST BLOCKING VIEWS
NOT TO SCALE
TOP OF GROUND
STRAP
DOWN
ADD MEGA -LUG RETAINER GLANDS
THROUGHOUT ASSEMBLY.
ROD REQUIREMENTS
SII
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41 . .
a•
n
• v � p: "D • o
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2X2X12" THICK
---,SPREAD FOOTER
THEN ADD
BACKFILL
!l TYP.
SIZE OF 45 BEND
STATIC THRUST IN POUNDS
NO. OF RODS REQUIRED
6"
4,328
4
8"
7,694
4
12"
17,312
4
16"
30,779
8
24"
69,252
8
GENERAL NOTES:
1. STEEL RODS AND BOLTS SHALL BE 3/4" HOT DIPPED GALVANIZED.
2. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL JOINT BENDS.
3. MEGA -LUGS TO BE USED AT ALL FITTINGS.
4. MUST USE DUCTILE IRON EYE BOLTS WHERE NECESSARY.
STANDARD VERTICAL BEND
NOT TO SCALE
NOTE: NO ENCASEMENT REQUIRED FOR SPACE GREATER THAN 18"
FOR WATER LINES
FILL I
MPR
ERIA�
PROPOSED PIPELINE OVER EXISTING PIPE PROPOSED PIPELINE UNDER EXISTING PIPE
CONCRETE CRADLE PROTECTION FOR UTILITY CROSSINGS
NOT TO SCALE
E4
REACTION BEARING AREAS FOR HORIZONTAL WATER PIPE BENDS
AREAS FOR
H❑RIZ❑NTAL WATER
PIPE BENDS
I'
BASED ON TEST PRESSURE OF 200 P.S.I.
BASED
ON TEST
PRESSURE
OF
200 P.S.I.
ALL AREAS GIVEN IN SQUARE FEET.
RALEIGH,NC 27603
ALL AREAS GIVEN IN SQUARE FEET.
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4
THRUST
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10
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41
5
REACTION BEARING AREAS ARE IN SQUARE FEET
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PLANE IN THE
TRENCH SIDE AT AN ANGLE OF 90 TO THE
THRUSt
THRUST BLOCKING DESIGN
QUANTITY TABLE
VECTOR.
USE 6" - 90°BEND VALUE
FOR HYDRANTS FOR
NOT TO SCALE
ADDITIONAL SAFETY FACTOR.
3000 PSI SOLID CONCRETE
SHALL BE USED AS FOOTING FOR
DUCTILE IRON PIPE.
TAPPING SLEEVE
NOTES:
1. CONCRETE SHALL NOT CONTACT
BOLTS OR ENDS OF MECHANICAL
JOINT FITTINGS.
2. SEE STANDARD REACTION BLOCK
TABLES FOR AREA OF CONCRETE
REQUIRED.
VALVE
ALVE
M.J. FITTING
SIDE VIEW
4' - 24' STANDARD TAPPING SLEEVE
AND VALVE ASSEMBLY
NOT TO SCALE
APPROVED
REACTI❑N BEARING
AREAS FOR
H❑RIZ❑NTAL WATER
PIPE BENDS
I'
00
BASED
ON TEST
PRESSURE
OF
200 P.S.I.
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
ALL AREAS GIVEN IN SQUARE FEET.
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REACTI❑N BEARING AREAS ARE IN SQUARE
FEET
MEASURED IN A VERTICAL PLANE
IN THE
TRENCH SIDE AT AN ANGLE
OF 9CP
TO THE THRUST
THRUST
BLOCKING DESIGN QUANTITY TABLE
VECTOR.
USE 6" - 9CP
BEND VALUE
FOR HYDRANTS
FOR
NOT TO SCALE
ADDITI❑NAL
SAFETY FACTOR,
OD FOR EXTENSION OF VALVE
31 9/„
4
6"
NOTE: 2'x 2'x 6" CONCRETE
PAD REQUIRED ON ALL VALVES.
COVER NO PRECAST CONCRETE DOUGHNUT ALLOWED.
6Y4„I STANDARD VALVE BOX
TOP SECTION TO BE
80 LBS. HEAVY WEIGHT
5"
6 7/8"-8"
7 5/8"-81 /2"
10 1/4"-11"
USE 5" DUCTILE IRON
PIPE FOR EXTENSIONS
STAB -IN C.I.OR
D.I. PIPE GASKET
51/2"-5 5/8"
STANDARD VALVE BOX
BOTTOM SECTION
Yn
PAVEMENT
DOMESTIC
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VALVE BOX INSTALLATION AND EXTENSION DETAIL
NOT TO SCALE
ALL CONSTRUCTION TO BE IN ACCORDANCE
WITH ALL NCDOT STANDARDS AND THE CITY
OF SANFORD'S SPECIFICATIONS AND DESIGN
STANDARDS.
Date:
05/09/2018
Scale:
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Project No.
200-107
Computer Dwg. Name
200-107 - LOT 1 15 t"/ATER DETAILS
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Arcrtecture I Engineering I Interior Design
Triad Design GroupEP.C.
4807-C Koger BouleF-ard
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TelepEone 33❑ -218-8282
Facsimile 33E-218-8010
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1
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3
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ELEVATION KEY NOTES
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-designgroup
Arcrtecture I Engineering I Interior Design
Triad Design GroupEP.C.
4807-C Koger BouleF-ard
GreensEoroENC 27407
TelepEone 33❑ -218-8282
Facsimile 33E-218-8010
www.triad-designgroup.com
NC Arcr itecture Reg. 50709
NC Engineering Lic. C-1108
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A2.1

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EL. 131 C9" EL. 13321"
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Greens❑oroLNC 27407
Telep❑ x
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Facsimile 33x218-8010
www.triad-designgroup.com
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Jo❑ Num Der: 18-03
S Deet:
A2.2

CENTRAL CAROLINA
ENTERPRISE PARK
LOT #1
SANFORD, NC
STORMWATER AND EROSION CONTROL REPORT
MAY 24, 2018
REVISED: OCTOBER 5, 2018
``yyy111111111!
CA
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CE GROUP
301 GLO WOODAVENU$ S= 2W, RALEIGH, NC27623
Pham (919) 367-87910 Liceme 0 C-1739

TABLE OF CONTENTS
I. INTRODUCTION
II. METHODOLOGY
III. SUMMARY OF RUN-OFF RESULTS
IV. PLANNED EROSION CONTROL MEASURES
V. CONCLUSION
APPENDICES
A. PROJECT MAPS
1. VICINITY MAP
2. NRCS SOILS MAP
3. USGS QUADRANGLE MAP
4. FEMA FIRMETTE
B. EROSION CONTROL CALCULATIONS
C. STORM DRAINAGE CALCULATIONS
D. WET POND CALCULATIONS
E. PRECIPITATION DATA
F. DRAINAGE AREA MAPS
1. DRAINAGE AREA MAPS FOR EROSION CONTROL DESIGN
i. SKIMMER BASIN DESIGN DRAINAGE AREA MAP
ii. DIVERSION DITCH DESIGN DRAINAGE AREA MAP
2. DRAINAGE AREA MAPS FOR STORM DRAINAGE DESIGN
3. DRAINAGE AREA MAPS FOR WET POND CALCULATIONS
i. PRE -DEVELOPED DRAINAGE AREA MAP
ii. POST -DEVELOPED DRAINAGE AREA MAP
G. SEASONAL HIGH WATER TABLE REPORT

I. INTRODUCTION
The proposed development is for a 117,333 sf shell building for a future Industrial use.
The site is also going to be set up for a 100,000 sf future addition. The site is located
within the Central Carolina Enterprise Park and specifically at the corner of the
intersection of Enterprise Park Drive and Colon Road in Sanford, North Carolina.
The site is bordered to the north by Colon Road, to the east by US -1, to the south by
an undeveloped parcel within the CCEP project boundary and to the west by
Enterprise Park Drive.
The general topography of the site is mildly steep, with elevations ranging from 238'
to 274' above mean sea level. There is a highpoint near the intersection of Enterprise
Park Drive and Colon Road and the site drains in one general direct to the south.
There is an existing wetland to the south of the southern boundary line of the project.
The site is composed of several different land covers including impervious, grassed
and wooded areas. Soils in the phase include Mayodan fine sandy loam (MfB and
Mf )) - Hydrologic Soils Group B and Tarrus silt loam (TaD) — Hydrologic Soils Group
B. The site falls within the FEMA Flood Insurance Rate Map 3710965500J dated
09/06/2006 and no portion of the property is within the 100 -year flood zone. The site
is within a WS -IV watershed and must adhere to all rules and regulations regarding
stormwater discussed in this report.
The project will consist of a 117,333 sf building, a future 100,000 sf expansion that
will be pad graded, as well as the associated parking, truck delivery areas, utilities,
storm drainage and stormwater facilities. The sanitary sewer will require an
extension of a main up to the property line of this project.
Due to the proposed increase in impervious area generated by this site, a Wet Pond is
proposed to limit runoff. The Storm Drainage system and wet pond will be able to
capture the majority of the runoff generated by this site. There is a bypass swale that
is proposed for this site that carries runoff that currently drains under Enterprise Park
Drive through an existing 36" pipe.

II. METHODOLOGY
To control runoff from the construction of the project, a wet pond is proposed to
capture a majority of the site. Sizing was based on controlling the 1 -Year, 24 hour
storm. The pre -developed vs. post -developed calculations were performed using
Hydraflow Hydrographs 2016 to analyze these storms. The pond utilizes a riser
structure, outlet pipe, and outlet dissipator which drains into an existing draw at the
edge of the property. The 100 -year storm utilizes the emergency spillway but leaves
over a foot of freeboard from the top of the pond. The time of concentration for the
pre -developed and post -developed conditions were calculated using TR -55
methodology and the proposed and existing contours. The "C" values and "n" values
used in stormwater calculations were determined using the NCDEQ Stormwater
Design Manual. Curve Numbers (CN) were determined using the TR -55 manual. All
Stormwater Pond calculations are in Appendix D of this report. The drainage area
maps are located in Appendix F of this report.
The storm drainage was designed using Hydraflow Storm Sewers 2016 and Hydraflow
Express. The storm drainage can safely handle the 10 -year storm for the Sanford,
North Carolina area. The Hydraflow software uses the rational equation, composite
"C" values and the drainage area to calculate the hydraulic grade line through the
pipe and/or pipe network. Pipe sizes are determined from the location of the
hydraulic grade line in the system to keep the HGL from exiting through the storm
structures on site or flowing out of the swale they are connected to.
The erosion control design for this site was created using information noted in
the North Carolina Sediment and Erosion Control Planning and Design Manual, latest
edition. All measures are designed for the 25 -year frequency storm. All of the design
elements are noted in the attached spreadsheets in Appendix B.

III. SUMMARY OF RUN-OFF RESULTS
VI. PLANNED EROSION CONTROL MEASURES
Erosion Control Measures shall comply with the North Carolina Sediment and
Erosion Control Planning and Design Manual, latest edition.
Temporary Gravel Construction Entrance
A temporary Gravel Construction entrance will be constructed at the entrance to site
on the existing Enterprise Park Drive. This will be the only entrance that
construction vehicles may use to access the site.
In addition, during wet weather, vehicle tires may need to be washed in order to
prevent offsite tracking of sediment.
Temporary Silt Fence
Temporary silt fence will be placed along perimeter of the disturbed areas. This will
be done as necessary to keep any sediment from leaving the site and to protect the
existing vegetation.
Temporary Silt Fence Openings
Temporary Silt Fence Openings have been placed at strategic locations along the
proposed silt fence to allow for relief points for the silt fence.
Pre -Developed
Post -Developed
Drainage Area
1 -Year
1 -Year Discharge
Discharge
with Pond
Pond
Discharge
9.760 cfs
9.375 cfs
VI. PLANNED EROSION CONTROL MEASURES
Erosion Control Measures shall comply with the North Carolina Sediment and
Erosion Control Planning and Design Manual, latest edition.
Temporary Gravel Construction Entrance
A temporary Gravel Construction entrance will be constructed at the entrance to site
on the existing Enterprise Park Drive. This will be the only entrance that
construction vehicles may use to access the site.
In addition, during wet weather, vehicle tires may need to be washed in order to
prevent offsite tracking of sediment.
Temporary Silt Fence
Temporary silt fence will be placed along perimeter of the disturbed areas. This will
be done as necessary to keep any sediment from leaving the site and to protect the
existing vegetation.
Temporary Silt Fence Openings
Temporary Silt Fence Openings have been placed at strategic locations along the
proposed silt fence to allow for relief points for the silt fence.

Temporary Riser Basin with Skimmer
One temporary Riser Basin with Skimmer's will be installed (TSB 1) in order
to trap sediment and prevent runoff from leaving the site too quickly. The skimmer
will connect to the proposed wet pond outlet structure as indicated in the
construction drawings. Upon stabilization of final grading, the skimmer basin will be
cleaned out and brought to final grade for the proposed Wet Pond.
Temporary Diversion Ditches
Temporary Diversion Ditches will be installed to convey runoff during construction
towards the Temporary Riser Basin. They will be lined with a temporary erosion
control matting, as specified on the Construction Drawings and will have temporary
stone check dams installed at every 2' vertical elevation drop.
Rolled Erosion Control Matting
Rolled erosion control matting (North American Green 5150 Temporary Erosion
Control Matting) will be applied to any slopes that are 3:1 or steeper.
V. CONCLUSION
It is our professional opinion that the planned erosion control measures and
stormwater control measures that are planned for the development of this project will
adequately and safely meet the needs and requirements of the State of North Carolina
and the City of Sanford/Lee County. The stormwater control measures achieve
discharge control requirements for the project and will safely handle up to the 100 -
year storm.

APPENDICES

APPENDIX A
PROJECT MAPS

ConnectGIS Feature Report
&CONNECTIGIS
WEB W-5TING
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-his site is prepared for the inventory of real property found within this jurisdiction and is compiled from recorded deeds, plats and other public records and da
Jsers of this site are hereby notified that the aforementioned public primary information sources should be consulted for verification of the information contain
m this site. The County of Lee and Dude Solutions, Inc. assume no legal responsibility for the information contained on this site. Please be advised that you mt
:ontact the Lee County Tax Office for accurate tax values. Please contact the Lee County Appraisal Department if any building information is incorrect. The m<
ayer, data and website (collectively known as a€oethe layers€) are for graphical and illustration purposes only. The Lee County Strategic Services Departure
hereinafter a€oethe Departments€) provides the layer and the information contained within to the general public and has not customized the information for a
;pecific or general purpose. Such information was generated from data maintained by different sources and agencies and as such, some limitations may apply bas
ipon restrictions imposed by other sources or agencies supplying data to Lee County (hereinafter a€cethe Countya€). While the Department strives to make t
nformation on the GIS website as timely, reliable and accurate as possible, neither the Department nor the County local governments make any claims, promises,
guarantees about the accuracy, completeness or adequacy of the contents of the layer. Areas depicted are approximate and are not necessarily accurate
napping, surveying or engineering standards. The County expressly disclaims liability for errors and omissions in the contents of this site and layer. No warranty
my type, implied, expressed, statutory, UCC or otherwise, including, but not limited to, the warranties of non -infringement of third party rights, title, accuracy
lata, merchantability, or fitness for a particular purpose, is given with respect to the substantive content of this layer or its use in private or commercial finamc
https://Iee2.connectgis.com/DownloadFile.ashx?i= ags_ mape097b8460...
Leet
Printed May 22, 2018
See Below for Disclaimer
� parcels
Streets
==ilr�rd
COUnty
Sanford City Limits
Broadway Town Limits
1 of 2 5/22/2018, 5:47 PM

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https://Iee2.connectgis.com/DownloadFile.ashx?i= ags_ mape097b8460...
insactions. The fact of distribution oft he layer does not constitute any warranty, express, implied or otherwise. The user assumes the entire risk related to the i
this data. If the user intends to make any legal or financial decision based on this data, the user should independently verify the accuracy of the same. 1
,ategic Services Department and the Lee County local governments are providing this data "as is.a€ In no event will any of the foregoing local governments
eir officers and employees be liable to you or to any third party for any direct, indirect, incidental, consequential, special or exemplary damages or lost pr(
sulting from any use or misuse of this data. Unless otherwise noted on an individual document, files, documents, and information contained in this layer may
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2 of 2 5/22/2018, 5:47 PM

666600
35° 33'59" N
g
n
r
35° 33'26'N
666700 666800 666900 667000 667100
3
N
Map Scale: 1:4,950 if printed on A portrait (8.5" x 11") sheet.
g N Meters
0 50 100 200 300
Feet
0 200 400 800 1200
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: LTM Zone 17N WGS84
UsDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Hydrologic Soil Group—Lee County, North Carolina
(CCEP - Lot #1)
666700 666800 666900 667000 667100
667200
667300
35° 33' 59" N
g
K
g
6672M
35° 33'26'N
667300
3
m
5/4/2018
Page 1 of 4

Hydrologic Soil Group—Lee County, North Carolina
(CCEP - Lot #1)
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
C
0 C/D
0 D
Not rated or not available
Soil Rating Lines
r r A
r r
A/D
r B
B/D
r r C
0 C/D
r r D
r r Not rated or not available
Soil Rating Points
0 A
0 A/D
■ B
■ B/D
MAP INFORMATION
p C
The soil surveys that comprise your AOI were mapped at
1:24,000.
0 C/D
0 D
Warning: Soil Map may not be valid at this scale.
p Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Water Features
line placement. The maps do not show the small areas of
Streams and Canals
contrasting soils that could have been shown at a more detailed
scale.
Transportation
§_§_+ Rails
Please rely on the bar scale on each map sheet for map
#%-0 Interstate Highways
measurements.
US Routes
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Major Roads
Coordinate System: Web Mercator (EPSG:3857)
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Background
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
® Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Lee County, North Carolina
Survey Area Data: Version 15, Sep 26, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 4, 2014—Feb 4,
2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
UUP Natural Resources Web Soil Survey 5/4/2018
� Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Lee County, North Carolina
Hydrologic Soil Group
CCEP - Lot #1
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
usDA Natural Resources Web Soil Survey 5/4/2018
Conservation Service National Cooperative Soil Survey Page 3 of 4
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
MfB
Mayodan fine sandy
B
40.8
59.6%
loam, 2 to 8 percent
slopes
MfD
Mayodan fine sandy
B
23.6
34.5%
loam, 8 to 15 percent
slopes
TaD
Tarrus silt loam, 8 to 15
B
4.0
5.9%
percent slopes
Totals for Area of Interest
68.4
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
usDA Natural Resources Web Soil Survey 5/4/2018
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Lee County, North Carolina
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie-break Rule: Higher
CCEP - Lot #1
uSDA Natural Resources Web Soil Survey 5/4/2018
Conservation Service National Cooperative Soil Survey Page 4 of 4

NC ❑neMap - USGS geoPDF (1:24k -scale Topo) Download
B
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National Flood Hazard Layer FIRMette
35°33'51.96"N
�,`U..= FEMA
Legend
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
i cci I .U,000
0 250 500 1,000 1,500 2,000
Without Base Flood Elevation (BFE)
Zone A, V, A99
SPECIAL FLOOD With BFE or Depth
HAZARD AREAS Regulatory FIOodWay Zone AE, AO, AH, VE, AR
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile zone x
Future Conditions 1% Annual
Chance Flood Hazard zone x
�" Area with Reduced Flood Risk due to
ITHER AREAS OF Levee. See Notes. zone x
FLOOD HAZARD F',d Area with Flood Risk due to Leveezone o
NO SCREEN Area of Minimal Flood Hazard zone x
Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard zone o
GENERAL — — —' Channel, Culvert, or Storm Sewer
STRUCTURES IIIIIIIIIIIII Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The base map shown complies with FEMA's base map
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 5/22/2018 at 4:12:32 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: base map imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
17•5
Water Surface Elevation
eo- — —
Coastal Transect
---513-----
Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
-- ---
Coastal Transect Baseline
OTHER
_
Profile Baseline
FEATURES
Hydrographic Feature
O
Digital Data Available
No Digital Data Available
N
MAP PANELS
®
Unmapped
V'
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The base map shown complies with FEMA's base map
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 5/22/2018 at 4:12:32 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: base map imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.

APPENDIX B
EROSION CONTROL CALCULATIONS

SKININI£R BASIN SIZING
Project CCEP- Lot #1
Cates by IMC, PE
Project No. 200-107
Overland an grassed surfaces:
Date 5121/2018
Skimmer Basin ID TSB #I
0.4
Channel in natural channels:
1_0
Drnina a Area Data
Area
Rational'Ca
Disturbed area
12.39 ac.
0.50
Undisturbed wooded arca
0 72 ac.
0 15
Undisturbed gassy area
0.33 ac.
0 15
Impervious Arca
0.00 ac.
095
Total drainage area to basin 13 44 ac
Composite Rational c' 0.47
Time of Concentration
Use Kiroich (USBR. 1974) equation to calculate lime ofconcentration - l(c)
K* I
Length of flow path - 121Kt feet
Heightofwatershed- 29 feet
Calculated I(c) t N minutes
Minimum t(c) - .to- minutes
Time of concentration - -.R minutes
K Values
Overland an grassed surfaces:
2-0
Overland on paved surfaces:
0.4
Channel in natural channels:
1_0
Channel in mixed urban setting:
1-1
Channel in paved piM or channels:
_
02
Calculate Rainfall Intensity _
IDFcurves for Sanford, NC
Return Period
g
h
Intensity
10
25
145
232
12
13 1
6 54 inlhr
7 53 in/hr
Runoff Calculations Rainfall Runoff
10 -year storm 6.54 itdhr -I:.6 c fs
25 -year storm 7.53 inRv 47 5 c fs
Skimmer Basln Design Date and Constraints
Required skimmer basin volume 1,800 cubic feet per disturbed acre
Required skimmer basin surface arra 325 square feet per l cis ofQ(25)
Skimmer Stage/Storage
Proposed Elevation (feet)
Stage
(feel)
Contour Arcs
(sQ
Average
Contour Area
(sn
Incremental Contour
volume (ci}
Accumulated
Contour Volume
(co
241.00
0,6
13481
- -
---
-
242.00
10
15901
14691
14691
14691
243.00
20
17585
16743
16743
3143.1
244.00
3.0
19325
16455
18455
49889
244.75
3.8
20666
19996
11997
&1886
245.00
40
21122
20894
5224
70(09
245.50
45
22040
21581
10791
80900
246.00
5.0
22975
22508
11254
92153
247.00
6.0
24885
23930
23930
116083
Freeboard (from sediment depth) L3
Skimmer Basin Dula Required Provided
Sediment storage volume 22302 cu. fl 64886 cu. n
Sediment surface area 15550 sq ft 20666 sq 11
Note
Calculations based on NC Sediment and Erosion Control Manual

Sediment storage depth
4.0 it. (max )
3 S ft
Spillway length
40 0 it, (min)
42.0 fl
15 -Year flow depth over spillway
0.50 ft. {max)
0.49 ft
Freeboard at 25 -Year discharge
1.00 ft. (min)
1.01 0
Skimmer Size
5
5
Skimmer Orifice Size
4.1
4.1
Draw Down Time
1-5 Days
3 days
I Referencefor National Cae,Qidents
Alekom, N. Rooney. Elements of Urban Stormuvter Design, NCSU 1999.
Chapter 1(Hydrologic Estimates)
Note:
Calculations based on NC Sediment and Erosion Control Manual

Calculate Skimmer Size
Basin Volume in Cubic Feet 64,886Cu. Ft Skimmer Size 5.0 Inch
Days to Drain" 3 Days Orifice Radius 2.0 Inches]
Orifice Diameter 4.1 Inches]
In NG assume 3 days to drain

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Project
Project No.
Sheet Flow
Surface Description
Manning's Roughness Coefficient, n
TIME OF CONCENTRATION
CCEP - Lot #1
200-107
DD #1
Calcs by 1MC, PE
Date 5124!2018
Flow Length, L
100.00
feet
Two-year 24-hour Rainfall, P2
3.61
inches
Start Elevation
344.50
feet
End Elevation
342.50
feet
Land Slope, s
0.02
feet/feet
Tsf
0.337
hours
Shallow Concentrated Flow
Surface Description (Paved or Unpaved)
Unpaved
Flow Length, L
1278.00
feet
Start Elevation
342.50
feet
End Elevation
271.00
feet
Watercourse Slope, s
006
feet/feet
Average Velocity, V *
4.00
feet/second
Tscf
0.089
hours
* Figure 3-1 "Urban Hydrology for Small Watersheds
Time of Concentration
Sheet Flow, Tsf
0.337
hours
Shallow Concentrated Flow, Tscf
0.089
hours
Channel Flow, Tcf
0.000
hours
Total Time of Concentration
0.426
hours
Total Time of Concentration
25.54
minutes

Channel Report
Hydraflow Express Extension for AutodeskO AutoCADM Civil 31® by Autodesk, Inc.
DD #1 (Temporary)
Q (cfs)
Trapezoidal
Area (sgft)
Bottom Width (ft)
= 5.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 239.00
Slope (%)
= 3.00
N -Value
= 0.020
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.50
242.00
241.00
240.00
239.00
238.00
Section
Friday, May 18 2618
Highlighted
Depth (ft)
= 0.23
Q (cfs)
= 5.500
Area (sgft)
= 1.31
Velocity (ft/s)
= 4.20
Wetted Perim (ft)
= 6.45
Crit Depth, Yc (ft)
= 0.32
Top Width (ft)
= 6.38
EGL (ft)
= 0.50
IVA
CI, Liu
0 S. in 15 20
Reach (ft)
25 30
Depth (ft)
4.00
o
1.M
-1.00
35

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 31® by Autodesk, Inc.
DD #1 (Permanent)
Trapezoidal
Bottom Width (ft)
= 5.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 239.00
Slope (%)
= 3.00
N -Value
= 0.035
Calculations
Compute by:
Known Q
Known Q (cfs)
= 8.11
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (fYs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, May 19 2018
= 0.39
= 8.110
= 2.41
= 3.37
= 7.47
= 0.40
= 7.34
= 0.57
Depth (ft)
4.00
242.00
M,IK+Ill
240.00
239.00
238.00
! 5 10 15 20
Reach (ft)
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Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3DO by Autodesk Inc.
DD #2 (Temporary)
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 240.00
Slope (%)
= 2.00
N -Value
= 0.020
Calculations
Compute by:
Known Q
Known Q (cfs)
= 26.88
Elev (ft) Section
244.00
243.00
241.00
�Z- 161111A
239.00
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday. May 212018
= 0.86
= 26.88
= 3.94
= 6.82
= 7.44
= 1.10
= 7.16
= 1.58
Depth (ft)
4.00
3.00
2,M
M
0.00
-1 nn
I 2 4 6 8 10 12 14 1.6 98 2D 24 --
Reach (ft)

Channel Report
FlydraBow Express Extension for Autodesk® AutoCACO Civil 31M by Autodesk- Inc
DD #2 (Permanent)
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 240.00
Slope (%)
= 3.00
N -Value
= 0.035
Calculations
Compute by:
Known Q
Known Q (cfs)
= 37.80
Elev (ft) Section
244.00
243.00
242.00
241.00
240.00
239.00
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, May 212018
= 1.19
= 37.80
= 6.63
= 5.70
= 9.53
= 1.29
= 9.14
= 1.70
Depth (ft)
4.00
2.00.
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Channel Report
Mydraflow Express Extension for Autodesk® AutoCAD® Civil 300 by Autodesk. Inc.
DD #3 (Temporary)
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 250.00
Slope (%)
= 1.30
N -Value
= 0.020
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.18
Elev (ft) Section
253.00
252.50
252.00
251.50
251.00
250.50
250.00
249.50
2 4 6
8
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ftls)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
10 11 14
Monday, May 21 2018
= 0.56
= 3.180
= 0.94
= 3.38
= 3.54
= 0.59
= 3.36
= 0.74
16
Depth (ft)
3.00
1.50
1.00
0.50
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-0.50

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAEO Civil 3130 by Autodesk, Inc.
DD #3 (Permanent)
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 250.00
Slope (%)
= 1.30
N -Value
= 0.035
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.47
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, May 21 2018
= 0.78
= 4.470
= 1.83
= 2.45
= 4.93
= 0.68
= 4.68
= 0.87
2. 4 6-- 8
Reach (ft)
10 1'2 14 16

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Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
DD #4 (Bare Earth)
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.50
Invert Elev (ft)
= 246.00
Slope (%)
= 0.02
N -Value
= 0.020
Calculations
Compute by:
Known Q
Known Q (cfs)
= 9.25
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, May 22 2018
= 9.81
= 9.250
= 9.83
= 0.94
= 11.45
= 0.91
= 10.86
= 1.82
Elev (ft) Section Depth (ft)
249.00 1 1 1 1 1 1 1 3.00
248.50
248.00
247.50
247.00
246.50
246.00
245.50
2-50
2.00
1.50
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Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc Tuesday, May 22 2018
DD #4 (Grass)
Triangular
Highlighted
Side Slopes (z:1)
= 3.00, 3.00
Depth (ft)
= 2.23
Total Depth (ft)
= 2.50
Q (cfs)
= 9.250
Area (sgft)
= 14.92
Invert Elev (ft)
= 246.00
Velocity (fUs)
= 0.62
Slope (%)
= 0.02
Wetted Perim (ft)
= 14.10
N -Value
= 0.035
Crit Depth, Yc (ft)
= 0.91
Top Width (ft)
= 13.38
Calculations
EGL (ft)
= 2.24
Compute by:
Known Q
Known Q (cfs)
= 9.25
Elev (ft) Section
249.00
248.50
248.00
247.50
247.00
246.50
246.00
245.50
Depth (ft)
3.00
1-.80=
i3O
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0.00
-n r%n
2 4 6 8 10 12 14 118 18 20 - --
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CCEP - Lot #1
LOCATION
Sanford. NC
Storm Outlet Structure
FES No.= Pond Outlet # of Barrels
Pipe Dia= 18 in 1
010 = 21.56 cfs
Qfull = 21.01 cfs
Vfuli = 11.85 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Zone
D5a
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Weight of Rip -rap
DATE
05/24/18
DESIGN PHASE
PRELIM
CONSTR X
REVISION
RECORD
OTHER
(SPECIFY)
PROJECT NO
200-107
BY
JMC
CHECKED BY
JCH
Q10/Qful1= 1.03
VNfull = 1.14
V = 13.5 fps
Use 1Bin for chart
=0
= 10 in
15 in
= 1
22.5 in
= 12.0 ft
= 4.5 ft
= 6.00 Tons
For multiple barrels, Zone and length calcs include 1.25 factor of correction.
PAM( Lee -Moore )1200-107 (Lee County Industrial Park)%ol glTngineeringSErosion ConWQ016-05.24 ft Rap Outlet Olssipator Design
LATEST REVISION 5!2212018 610 PM Page 1 OF 5

CCEP - Lot #1
LOCATION
Sanford, NC
Storm Outlet Structure
FES No.= FES A # of Barrels
Pipe Dia= 42 in 1
Q25 = 58.86 cfs
Qfull = 71.14 cfs
Vfull = 7.37 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
t� ,QW������������I
�QX
A�
�MA.0.0A_A_M9!(
_
Zone
D50
DmAx
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Weight of Rip -rap
DATE
IDESIGN PHASE
05/24/18
PRELIM
PROJECT NO
CONSTR X
200-107
REVISION
RECORD
BY
JMC
OTHER
(SPECIFY)
CHECKED BY
JCH
Q10/Qfull = 0.83
VNfull = 1.12
V = 8.2 fps
Use 421n for chart
=0
10 in
= 15 in
= 1
= 22.5 in
= 28.0 ft
10.5 ft
= 28.00 Tons
For multiple barrels, Zone and length calcs include 1.25 factor of correction.
P 1200 ( Lee -Moore )t200-167 (Lee County Industrial Perk{U-ol OVEngineeringlEros on ConlroU018-05-24 Rip Rap Outlet Dissipala Design
LATEST REVISION 5122/2018 6 10 PM Page 2 OF 5

CCEP - Lot #1
LOCATION
Storm Outlet Structure
FES No.=
HW C1 # of Barrels
Pipe Dia=
36 in 1
Q25 =
13.49 cfs
Qfuli =
115.53 cfs
Vfull =
16.28 fps
From Fig. 8.06.b.1:
From Fig. 8.06.15.2:
27555-500
Zone
Dso
DMAx
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Weight of Rip -rap
DATE
IDESIGN PHASE
05/24/18
PRELIM
PROJECT NO
CONSTR X
200-107
REVISION
RECORD
BY
JMC
OTHER
(SPECIFY)
CHECKED BY
JCH
010/Qfull = 0.12
VNfull = 0.67
V = 10.9 fps
Use 361n for chart
=0
10 in
= 15 in
= 1
22.5 in
= 24.0 ft
9 ft
21.00 Tons
For multiple barrels, Zone and length calcs include 1.25 factor of correction.
P\200 ( Lee -Moore )%200-107 (Lee County Industrial Park)ltot A11EngineeringlEroslon Conbv4=18-05-24 Rip Rap Outlet Disslpator Design
LATEST REVISION: 5122!2018 6 10 PM Page 3 OF 5

xs
4
Q' S" 10 t5' M, #5
DMIETER gFtJ
Fi[ urc 8.06 b #

APPENDIX C
STORM DRAINAGE CALCULATIONS

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APPENDIX D
WET POND CALCULATIONS

Project
Project No.
Sheet Flow
TIME OF CONCENTRATION
CCEP - Lot #1
200-107
Pre -Developed
Calcs by JMC, PE
Date 10/5/2018
Surface Description
Woods, Light Underbrush
Manning's Roughness Coefficient, n
0.40
Flow Length, L
100.00
feet
Two-year 24-hour Rainfall, P2
3.61
inches
Start Elevation
344.50
feet
End Elevation
342.50
feet
Land Slope, s
0.02
feet/feet
Tsf
0.337
hours
Shallow Concentrated Flow
Surface Description (Paved or Unpaved)
Unpaved
Flow Length, L
1278.00
feet
Start Elevation
342.50
feet
End Elevation
271.00
feet
Watercourse Slope, s
0.06
feet/feet
Average Velocity, V *
4.00
feet/second
Tscf
0.089
hours
* Figure 3-1 "Urban Hydrology for Small Watersheds
Channel Flow
Cross -Sectional Flow Area, a
6.00
square feet
Wetted Perimeter, Pw
15.58
feet
Hydraulic Radius, r (a/Pw)
0.39
feet
Flow Length, L
995.00
feet
Start Elevation
271.00
feet
End Elevation
238.00
feet
Channel Slope, s
0.03
feet/feet
Manning's Roughness Coefficient, n
0.030
1.49*r^(2/3)*s^(1/2)
Velocity, V
feet/second
n
4.79
Tcf
0.058
hours
Time of Concentration
Sheet Flow, Tsf
0.337
hours
Shallow Concentrated Flow, Tscf
0.089
hours
Channel Flow, Tcf
0.058
hours
Total Time of Concentration
0.483
hours
Total Time of Concentration
29.01
minutes

Project
Project No.
Sheet Flow
TIME OF CONCENTRATION
CCEP - Lot #1
200-107
Post -Developed By -Pass
Calcs by JMC, PE
Date 10/5/2018
Surface Description
Woods, Light Underbrush
Manning's Roughness Coefficient, n
0.40
Flow Length, L
100.00
feet
Two-year 24-hour Rainfall, P2
3.61
inches
Start Elevation
344.50
feet
End Elevation
342.50
feet
Land Slope, s
0.02
feet/feet
Tsf
0.337
hours
Shallow Concentrated Flow
Surface Description (Paved or Unpaved)
Unpaved
Flow Length, L
1278.00
feet
Start Elevation
342.50
feet
End Elevation
271.00
feet
Watercourse Slope, s
0.06
feet/feet
Average Velocity, V *
4.00
feet/second
Tscf
0.089
hours
* Figure 3-1 "Urban Hydrology for Small Watersheds
Channel Flow
Cross -Sectional Flow Area, a
6.00
square feet
Wetted Perimeter, Pw
15.58
feet
Hydraulic Radius, r (a/Pw)
0.39
feet
Flow Length, L
1037.00
feet
Start Elevation
271.00
feet
End Elevation
240.00
feet
Channel Slope, s
0.03
feet/feet
Manning's Roughness Coefficient, n
0.035
1.49*r^(2/3)*s^(1/2)
Velocity, V
feet/second
n
3.90
Tcf
0.074
hours
Time of Concentration
Sheet Flow, Tsf
0.337
hours
Shallow Concentrated Flow, Tscf
0.089
hours
Channel Flow, Tcf
0.074
hours
Total Time of Concentration
0.500
hours
Total Time of Concentration
29.98
minutes

Project
Project No.
Sheet Flow
Surface Description
TIME OF CONCENTRATION
CCEP - Lot #1
200-107
Post -Developed Detention
Manning's Roughness Coefficient, n
0.00
Flow Length, L
0.00
feet
Two-year 24-hour Rainfall, P2
0.00
inches
Start Elevation
0.00
feet
End Elevation
254.50
feet
Land Slope, s
#DIV/0!
feet/feet
Tsf
#DIV/0!
hours
Shallow Concentrated Flow
Calcs by JMC, PE
Date 10/5/2018
Surface Description (Paved or Unpaved)
Paved
Flow Length, L
114.00
feet
Start Elevation
254.50
feet
End Elevation
253.00
feet
Watercourse Slope, s
0.01
feet/feet
Average Velocity, V *
2.00
feet/second
Tscf
0.016
hours
* Figure 3-1 "Urban Hydrology for Small Watersheds
Channel Flow
Cross -Sectional Flow Area, a
1.57
square feet
Wetted Perimeter, Pw
3.14
feet
Hydraulic Radius, r (a/Pw)
0.50
feet
Flow Length, L
1213.00
feet
Start Elevation
250.00
feet
End Elevation
241.00
feet
Channel Slope, s
0.01
feet/feet
Manning's Roughness Coefficient, n
0.035
1.49*r^(2/3)*s^(1/2)
Velocity, V
feet/second
n
2.31
Tcf
0.146
hours
Time of Concentration
Sheet Flow, Tsf
0.000
hours
Shallow Concentrated Flow, Tscf
0.016
hours
Channel Flow, Tcf
0.146
hours
Total Time of Concentration
0.162
hours
Total Time of Concentration
9.70
minutes

WET POND CALCULATIONS
Proiect CCEP - Let #1
Contour
feet
Calcs by 1MC, PE
Proiect No. 200-107
Contour area
s
Date 10/5/2018
Wet Pond ID: Wet Pond#1
3.21
DAvc Used = 3.0
Drainage Area Information
Area(st)
Area (ac)
Impervious Area
376,147.00 sq. ft.
8.64 ac.
Open Space and Wooded Areas
224,165.00 sq. ft.
5.15 ac.
Total Drainage Area to Wet Pond
0.2990
13.78 ac.
Impervious Area Percentage (IA)
13025 sq. ft.
0.63
Water Quality Volume Calculations
13481 sq. ft.
1.5
V =3,630 (RD)'(RV)'(A) =
30,712.33 -ft
3,450
Where:
4,708
237.00
Rc - 1" or 1.5"
1.0 in
5,463
Rv=0.05+0.9(IA)-
0.614
Wet Pond Area Calculations
238.00
Average Depth of Main Pool
Contour
feet
Stage
feet
DAvr,=Vii/Are
Contour area
s
DAvo- Average Depth Vii- Volume of Permanent Pool Air- Area o'Pemtanent Pool
DAvc =
3.21
DAvc Used = 3.0
Surface Area / Drainage Area Ratio
0.0
0.051
Impervious % -
62.66
SA/DA Ratio=
2.17
<_(Iterpolatedjom Tablet-NCDENRBMPManaap
SA Required-
0.2990
(In Acres)
Surface Area Required
13025 sq. ft.
1,258
Surface Area Provided
13481 sq. ft.
1.5
Wetland Calculations
4,096
3,450
3,450
4,708
Notes
Contour
feet
Stage
feet
Contour area
acres
Contour area
s
Average
contour area
Incr. contour
volume
Accum. contour
volume
c
Bottom of Pond
234.50
0.0
0.051
2,230
235.00
0.5
0.064
2,803
2,517
1,258
1,258
236.00
1.5
0.094
4,096
3,450
3,450
4,708
237.00
2.5
0.125
5,463
4,780
4,780
9,487
238.00
3.5
0.159
6,945
6,204
6,204
15,691
Permanent Pool
239.00
4.5
0.196
8,549
7,747
7,747
23,438
Bottom Shelf
240.00
5.5
0.236
10,271
9,410
9,410
32,848
Permanent Pool
240.50
6.0
0.275
11,964
11,118
5,559
38,407
Top Shelf
241.00
6.5
0.307
13,385
12,675
6,337
44,744
242.00
7.5
0.341
14,850
14,118
14,118
58,862
Temporary Pool
242.50
8.0
0358
15,600
15,225
7,613
66,474
243.00
8.5
0.376
16,363
15,982
7,991
74,465
244.00
9.5
0.411
17,923
17,143
17,143
91,608
245.00
10.5
0.448
19,530
18,727
18,727
110,335
246.00
11.5
0.486
21,184
20,357
20,357
130,692
Top of Dam
246.50
12.0
0.506
22,028
21,606
10,803
141,495
Forebay Calculations (FB #1) - Entry Forebay
Total Forbay Volume = 15%- 20% of Main Pool Volume
15% 20%
Drainage to Forebay- 13.93 ac. 13.93 ac.
of Total Drainage= 101.1% 101.1%
Main Pool Volume= 28,067 28,067
Forebay Volume Required= 4,256 5,674
Forebay Volume Provided= 3,561 12.69%
MEMENcontourareaMM
Boom offorebay
Permanent Pool
Temporary Pont
Total Volume Calculations
Wet Pond 28,067.25 cu ft
Forebay 3,561.00 ca ft
Total Volume 31,628.25 cu ft OK

SA / DA METHOD
Ratio
Lower Bound
50
1.79
Impervious
62.66
%Impervious
Upper Bound
60
Permanent Pool Average Depth
Cover
3.0
4.0
5.0 6.0
7.0
8.0
10
0.51
0.43
0.37 0.30
0.27
0.25
20
0.84
0.69
0.61 0.51
0.44
0.40
30
1.17
0.94
0.84 0.72
0.61
0.56
40
1.51
1.24
1.09 0.91
0.78
0.71
50
1.79
1.51
1.31 1.13
0.95
0.87
60
2.09
1.77
1.49 1.31
1.12
1.03
70
2.51
2.09
1.80 1.56
1.34
1.17
80
2.92 1
2.41
1 2.07 1 1.82
1.62 1
1.40
90
3.25
2.64
2.31 2.04
1.84
1.59
100
3.55
2.79
2.52 2.34
2.04
1.75
Impervious
Ratio
Lower Bound
50
1.79
Impervious
62.66
2.17
Upper Bound
60
2.09

DESIGN REQUIREMENTS:
Design detention system that detains the difference between the pre -developed and post -developed
peak flow rate.
SOILS
MfB, MfD
Mayodan Fine Sandy Loam Hydraulic Soil Group B
Sanford, NC
TaD
Tarrus Silt Loam Hydraulic Soil Group B
Rainfall Depths
1 -yr
2.99
24 -HR
2 -yr
3.61
24 -HR
5 -yr
4.53
24 -HR
Composite CN
10 -yr
5.26
24 -HR
Overall Drainge Area
25 -yr
6.25
24 -HR
Area = 24.98 ac.
50 -yr
7.03
24 -HR
100 -yr
7.84
24 -HR
Weighed C-
CN-
C -Value
value
Area (SF) Value Weighted
HSG A
Paved Area =
0.95
0.00
98 0
HSG A
Open Space - Fair
0.15
0.00
49 0
HSG A
Woods - Fair
0.15
0.00
36 0
HSG B
Paved Area =
0.95
0.02
18,306 98 2
HSG B
Open Space - Fair
0.15
0.01
78,935 69 5
HSG B
Woods - Fair
0.15
0.14
991,033 60 55
HSG C
Paved Area =
0.95
0.00
- 98 0
HSG C
Open Space - Fair
0.15
0.00
79 0
HSG C
Woods - Fair
0.15
0.00
73 0
0.16
1,088,274 61
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

Drainage Area, (DA) =
24.98
acres
Time of Concentration, (Tc) =>
29.0
minutes
Intensity, (I) =
2.39
inches/hr
Composite Runoff Coefficient, (C) =>
0.16
Peak Release Rate, (Q1) =>
9.76
cfs
Pre -Development Run
Drainage Area, (DA) =
24.98
acres
Time of Concentration, (Tc) =>
29.0
minutes
Intensity, (I) =
2.86
inches/hr
Composite Runoff Coefficient, (C) =>
0.16
Peak Release Rate, (Q2) _>
11.69
cfs
Pre -Development Run1 I
Drainage Area, (DA) =
24.98
acres
Time of Concentration, (Tc) =>
29.0
minutes
Intensity, (I) =
3.84
inches/hr
Composite Runoff Coefficient, (C) =>
0.16
Peak Release Rate, (Q10) =>
15.70
cfs
Drainage Area, (DA) =
Time of Concentration, (Tc) _>
Intensity, (I) =
Composite Runoff Coefficient, (C) =>
Peak Release Rate, (Q100) =>
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM
24.98 acres
29.0 minutes
7.13 inches
0.16
29.14 cfs

Peak Inflow, (Q1) =>
9.8 cfs
Time to Peak Calculation:
CN=
61
P=
Q*=
0.37 in.
(depth of runoff)
Vol=
33,630 cf
(vol. of runoff)
Time to Peak, (Tp) =>
41.30 minutes
(SCS TR -55)
Q/On
t
4
min
cfs
0.00
0.000
0
0.00
0.05
0.006
2
0.06
0.10
0.023
4
0.22
0.15
0.051
6
0.50
0.19
0.090
8
0.88
0.24
0.138
10
1.35
0.29
0.194
12
1.90
0.34
0.258
14
2.52
0.39
0.327
16
3.19
0.44
0.400
18
3.90
0.48
0.475
20
4.64
0.53
0.551
22
5.38
0.58
0.626
24
6.11
0.63
0.698
26
6.81
0.68
0.765
28
7.47
0.73
0.826
30
8.07
0.77
0.880
32
8.59
0.82
0.925
34
9.03
0.87
0.960
36
9.37
0.92
0.984
38
9.61
0.97
0.998
40
9.74
1.02
0.999
42
9.76
1.07
0.990
44
9.66
1.11
0.968
46
9.45
1.16
0.937
48
9.14
1.21
0.895
50
8.73
1.26
0.845
52
8.25
1.31
0.793
54
7.74
1.36
0.745
56
7.27
1.40
0.699
58
6.83
1.45
0.657
60
6.41
1.50
0.617
62
6.02
1.55
0.579
64
5.65
1.60
0.544
66
5.31
1.65
0.511
68
4.98
1.69
0.479
70
4.68
1.74
0.450
72
4.39
1.79
0.423
74
4.13
1.84
0.397
76
3.87
1.89
0.373
78
3.64
1.94
0.350
80
3.42
1.99
0.329
82
3.21
2.03
0.309
84
3.01
2.08
0.290
86
2.83
2.13
0.272
88
2.66
2.18
0.255
90
2.49
2.23
0.240
92
2.34
2.28
0.225
94
2.20
2.32
0.211
96
2.06
2.37
0.199
98
1.94
2.42
0.186
100
1.82
2.47
0.175
102
1.71
2.52
0.164
104
1.61
2.57
0.154
106
1.51
2.61
0.145
108
1.42
2.66
0.136
110
1.33
2.71
0.128
112
1.25
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM
2.99 in. S= 6.32 in.

2.76
0.120
114
1.17
2.81
0.113
116
1.10
2.86
0.106
118
1.03
2.91
0.099
120
0.97
2.95
0.093
122
0.91
3.00
0.088
124
0.86
3.05
0.082
126
0.80
3.10
0.077
128
0.75
3.15
0.073
130
0.71
3.20
0.068
132
0.66
3.24
0.064
134
0.62
3.29
0.060
136
0.59
3.34
0.056
138
0.55
3.39
0.053
140
0.52
3.44
0.050
142
0.49
3.49
0.047
144
0.46
3.53
0.044
146
0.43
3.58
0.041
148
0.40
3.63
0.039
150
0.38
3.68
0.036
152
0.35
3.73
0.034
154
0.33
3.78
0.032
156
0.31
3.83
0.030
158
0.29
3.87
0.028
160
0.28
3.92
0.026
162
0.26
3.97
0.025
164
0.24
4.02
0.023
166
0.23
4.07
0.022
168
0.21
4.12
0.021
170
0.20
4.16
0.019
172
0.19
4.21
0.018
174
0.18
4.26
0.017
176
0.17
4.31
0.016
178
0.16
4.36
0.015
180
0.15
4.41
0.014
182
0.14
4.45
0.013
184
0.13
4.50
0.012
186
0.12
4.55
0.012
188
0.11
4.60
0.011
190
0.11
4.65
0.010
192
0.10
4.70
0.010
194
0.09
4.75
0.009
196
0.09
4.79
0.009
198
0.08
4.84
0.008
200
0.08
4.89
0.008
202
0.07
4.94
0.007
204
0.07
4.99
0.007
206
0.06
5.04
0.006
208
0.06
5.08
0.006
210
0.06
5.13
0.005
212
0.05
5.18
0.005
214
0.05
5.23
0.005
216
0.05
5.28
0.005
218
0.04
5.33
0.004
220
0.04
5.37
0.004
222
0.04
5.42
0.004
224
0.04
5.47
0.004
226
0.03
5.52
0.003
228
0.03
5.57
0.003
230
0.03
5.62
0.003
232
0.03
5.67
0.003
234
0.03
5.71
0.003
236
0.03
5.76
0.002
238
0.02
5.81
0.002
240
0.02
5.86
0.002
242
0.02
5.91
0.002
244
0.02
5.96
0.002
246
0.02
6.00
0.002
248
0.02
6.05
0.002
250
0.02
6.10
0.002
252
0.02
6.15
0.001
254
0.01
6.20
0.001
256
0.01
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

6.25
0.001
258
0.01
6.29
0.001
260
0.01
6.34
0.001
262
0.01
6.39
0.001
264
0.01
6.44
0.001
266
0.01
6.49
0.001
268
0.01
6.54
0.001
270
0.01
6.59
0.001
272
0.01
6.63
0.001
274
0.01
6.68
0.001
276
0.01
6.73
0.001
278
0.01
6.78
0.001
280
0.01
6.83
0.001
282
0.01
6.88
0.001
284
0.01
6.92
0.001
286
0.01
6.97
0.001
288
0.00
7.02
0.000
290
0.00
7.07
0.000
292
0.00
7.12
0.000
294
0.00
7.17
0.000
296
0.00
7.21
0.000
298
0.00
7.26
0.000
300
0.003
7.31
0.000
302
0.003
7.36
0.000
304
0.003
7.41
0.000
306
0.003
7.46
0.000
308
0.003
7.51
0.000
310
0.002
7.55
0.000
312
0.002
7.60
0.000
314
0.002
7.65
0.000
316
0.002
7.70
0.000
318
0.002
7.75
0.000
320
0.002
7.80
0.000
322
0.002
7.84
0.000
324
0.002
7.89
0.000
326
0.001
7.94
0.000
328
0.001
7.99
0.000
330
0.001
8.04
0.000
332
0.001
8.09
0.000
334
0.001
8.13
0.000
336
0.001
8.18
0.000
338
0.001
8.23
0.000
340
0.001
8.28
0.000
342
0.001
8.33
0.000
344
0.001
8.38
0.000
346
0.001
8.43
0.000
348
0.001
8.47
0.000
350
0.001
8.52
0.000
352
0.001
8.57
0.000
354
0.001
8.62
0.000
356
0.001
8.67
0.000
358
0.001
8.72
0.000
360
0.001
8.76
0.000
362
0.000
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

Peak Inflow, (Q10) =
15.70 cfs
Time to Peak Calculation:
CN=
61
P=
Q*=
1.55 in.
(depth of runoff)
Vol=
140,493 of
(Vol. of runoff)
Time to Peak, (Tp) =>
107.32 minutes
(SCS TR-55)
Q/OP
t
4
min
cfs
0.00
0.000
0.00
0.00
0.02
0.001
2.00
0.01
0.04
0.003
4.00
0.05
0.06
0.008
6.00
0.12
0.07
0.014
8.00
0.21
0.09
0.021
10.00
0.33
0.11
0.031
12.00
0.48
0.13
0.041
14.00
0.65
0.15
0.054
16.00
0.85
0.17
0.068
18.00
1.06
0.19
0.083
20.00
1.31
0.20
0.100
22.00
1.57
0.22
0.118
24.00
1.86
0.24
0.138
26.00
2.17
0.26
0.159
28.00
2.49
0.28
0.181
30.00
2.84
0.30
0.204
32.00
3.20
0.32
0.228
34.00
3.58
0.34
0.253
36.00
3.97
0.35
0.279
38.00
4.38
0.37
0.305
40.00
4.79
0.39
0.333
42.00
5.22
0.41
0.360
44.00
5.66
0.43
0.389
46.00
6.10
0.45
0.418
48.00
6.55
0.47
0.447
50.00
7.01
0.48
0.476
52.00
7.47
0.50
0.505
54.00
7.93
0.52
0.534
56.00
8.39
0.54
0.563
58.00
8.84
0.56
0.592
60.00
9.30
0.58
0.621
62.00
9.75
0.60
0.649
64.00
10.19
0.61
0.677
66.00
10.62
0.63
0.704
68.00
11.05
0.65
0.730
70.00
11.46
0.67
0.756
72.00
11.86
0.69
0.780
74.00
12.25
0.71
0.804
76.00
12.62
0.73
0.827
78.00
12.98
0.75
0.848
80.00
13.32
0.76
0.869
82.00
13.64
0.78
0.888
84.00
13.94
0.80
0.906
86.00
14.22
0.82
0.922
88.00
14.47
0.84
0.937
90.00
14.71
0.86
0.951
92.00
14.92
0.88
0.962
94.00
15.11
0.89
0.973
96.00
15.27
0.91
0.982
98.00
15.41
0.93
0.989
100.00
15.52
0.95
0.994
102.00
15.60
0.97
0.998
104.00
15.66
0.99
1.000
106.00
15.69
1.01
1.000
108.00
15.70
1.02
0.998
110.00
15.67
1.04
0.995
112.00
15.62
1.06
0.990
114.00
15.55
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM
5.26 in. S= 6.32 in.

1.08
0.984
116.00
15.44
1.10
0.976
118.00
15.32
1.12
0.966
120.00
15.16
1.14
0.955
122.00
14.98
1.16
0.942
124.00
14.78
1.17
0.927
126.00
14.55
1.19
0.911
128.00
14.30
1.21
0.894
130.00
14.03
1.23
0.875
132.00
13.74
1.25
0.855
134.00
13.42
1.27
0.836
136.00
13.12
1.29
0.816
138.00
12.80
1.30
0.796
140.00
12.50
1.32
0.777
142.00
12.20
1.34
0.758
144.00
11.91
1.36
0.740
146.00
11.62
1.38
0.723
148.00
11.34
1.40
0.705
150.00
11.07
1.42
0.688
152.00
10.81
1.43
0.672
154.00
10.55
1.45
0.656
156.00
10.30
1.47
0.640
158.00
10.05
1.49
0.625
160.00
9.81
1.51
0.610
162.00
9.57
1.53
0.595
164.00
9.34
1.55
0.581
166.00
9.12
1.57
0.567
168.00
8.90
1.58
0.554
170.00
8.69
1.60
0.540
172.00
8.48
1.62
0.527
174.00
8.28
1.64
0.515
176.00
8.08
1.66
0.502
178.00
7.89
1.68
0.490
180.00
7.70
1.70
0.479
182.00
7.51
1.71
0.467
184.00
7.33
1.73
0.456
186.00
7.16
1.75
0.445
188.00
6.99
1.77
0.434
190.00
6.82
1.79
0.424
192.00
6.66
1.81
0.414
194.00
6.50
1.83
0.404
196.00
6.34
1.84
0.394
198.00
6.19
1.86
0.385
200.00
6.04
1.88
0.376
202.00
5.90
1.90
0.367
204.00
5.76
1.92
0.358
206.00
5.62
1.94
0.349
208.00
5.48
1.96
0.341
210.00
5.35
1.98
0.333
212.00
5.22
1.99
0.325
214.00
5.10
2.01
0.317
216.00
4.98
2.03
0.309
218.00
4.86
2.05
0.302
220.00
4.74
2.07
0.295
222.00
4.63
2.09
0.288
224.00
4.52
2.11
0.281
226.00
4.41
2.12
0.274
228.00
4.30
2.14
0.268
230.00
4.20
2.16
0.261
232.00
4.10
2.18
0.255
234.00
4.00
2.20
0.249
236.00
3.91
2.22
0.243
238.00
3.81
2.24
0.237
240.00
3.72
2.25
0.231
242.00
3.63
2.27
0.226
244.00
3.55
2.29
0.220
246.00
3.46
2.31
0.215
248.00
3.38
2.33
0.210
250.00
3.30
2.35
0.205
252.00
3.22
2.37
0.200
254.00
3.14
2.39
0.195
256.00
3.07
2.40
0.191
258.00
2.99
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

2.42
0.186
260.00
2.92
2.44
0.182
262.00
2.85
2.46
0.177
264.00
2.78
2.48
0.173
266.00
2.72
2.50
0.169
268.00
2.65
2.52
0.165
270.00
2.59
2.53
0.161
272.00
2.53
2.55
0.157
274.00
2.47
2.57
0.153
276.00
2.41
2.59
0.150
278.00
2.35
2.61
0.146
280.00
2.29
2.63
0.143
282.00
2.24
2.65
0.139
284.00
2.18
2.66
0.136
286.00
2.13
2.68
0.133
288.00
2.08
2.70
0.129
290.00
2.03
2.72
0.126
292.00
1.98
2.74
0.123
294.00
1.93
2.76
0.120
296.00
1.89
2.78
0.117
298.00
1.84
2.80
0.115
300.00
1.80
2.81
0.112
302.00
1.76
2.83
0.109
304.00
1.71
2.85
0.107
306.00
1.67
2.87
0.104
308.00
1.63
2.89
0.102
310.00
1.59
2.91
0.099
312.00
1.56
2.93
0.097
314.00
1.52
2.94
0.094
316.00
1.48
2.96
0.092
318.00
1.45
2.98
0.090
320.00
1.41
3.00
0.088
322.00
1.38
3.02
0.086
324.00
1.35
3.04
0.084
326.00
1.31
3.06
0.082
328.00
1.28
3.07
0.080
330.00
1.25
3.09
0.078
332.00
1.22
3.11
0.076
334.00
1.19
3.13
0.074
336.00
1.16
3.15
0.072
338.00
1.14
3.17
0.071
340.00
1.11
3.19
0.069
342.00
1.08
3.21
0.067
344.00
1.06
3.22
0.066
346.00
1.03
3.24
0.064
348.00
1.01
3.26
0.063
350.00
0.98
3.28
0.061
352.00
0.96
3.30
0.060
354.00
0.94
3.32
0.058
356.00
0.91
3.34
0.057
358.00
0.89
3.35
0.055
360.00
0.87
3.37
0.054
362.00
0.85
3.39
0.053
364.00
0.83
3.41
0.052
366.00
0.81
3.43
0.050
368.00
0.79
3.45
0.049
370.00
0.77
3.47
0.048
372.00
0.75
3.48
0.047
374.00
0.73
3.50
0.046
376.00
0.72
3.52
0.045
378.00
0.70
3.54
0.043
380.00
0.68
3.56
0.042
382.00
0.67
3.58
0.041
384.00
0.65
3.60
0.040
386.00
0.63
3.62
0.039
388.00
0.62
3.63
0.039
390.00
0.60
3.65
0.038
392.00
0.59
3.67
0.037
394.00
0.58
3.69
0.036
396.00
0.56
3.71
0.035
398.00
0.55
3.73
0.034
400.00
0.54
3.75
0.033
402.00
0.52
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

3.76
0.033
404.00
0.51
3.78
0.032
406.00
0.50
3.80
0.031
408.00
0.49
3.82
0.030
410.00
0.47
3.84
0.030
412.00
0.46
3.86
0.029
414.00
0.45
3.88
0.028
416.00
0.44
3.89
0.027
418.00
0.43
3.91
0.027
420.00
0.42
3.93
0.026
422.00
0.41
3.95
0.026
424.00
0.40
3.97
0.025
426.00
0.39
3.99
0.024
428.00
0.38
4.01
0.024
430.00
0.37
4.03
0.023
432.00
0.36
4.04
0.023
434.00
0.35
4.06
0.022
436.00
0.35
4.08
0.022
438.00
0.34
4.10
0.021
440.00
0.33
4.12
0.021
442.00
0.32
4.14
0.020
444.00
0.31
4.16
0.020
446.00
0.31
4.17
0.019
448.00
0.30
4.19
0.019
450.00
0.29
4.21
0.018
452.00
0.29
4.23
0.018
454.00
0.28
4.25
0.017
456.00
0.27
4.27
0.017
458.00
0.27
4.29
0.017
460.00
0.26
4.30
0.016
462.00
0.25
4.32
0.016
464.00
0.25
4.34
0.015
466.00
0.24
4.36
0.015
468.00
0.24
4.38
0.015
470.00
0.23
4.40
0.014
472.00
0.22
4.42
0.014
474.00
0.22
4.44
0.014
476.00
0.21
4.45
0.013
478.00
0.21
4.47
0.013
480.00
0.20
4.49
0.013
482.00
0.20
4.51
0.012
484.00
0.19
4.53
0.012
486.00
0.19
4.55
0.012
488.00
0.18
4.57
0.011
490.00
0.18
4.58
0.011
492.00
0.18
4.60
0.011
494.00
0.17
4.62
0.011
496.00
0.17
4.64
0.010
498.00
0.16
4.66
0.010
500.00
0.16
4.68
0.010
502.00
0.16
4.70
0.010
504.00
0.15
4.71
0.009
506.00
0.15
4.73
0.009
508.00
0.14
4.75
0.009
510.00
0.14
4.77
0.009
512.00
0.14
4.79
0.009
514.00
0.13
4.81
0.008
516.00
0.13
4.83
0.008
518.00
0.13
4.85
0.008
520.00
0.13
4.86
0.008
522.00
0.12
4.88
0.008
524.00
0.12
4.90
0.007
526.00
0.12
4.92
0.007
528.00
0.11
4.94
0.007
530.00
0.11
4.96
0.007
532.00
0.11
4.98
0.007
534.00
0.11
4.99
0.007
536.00
0.10
5.01
0.006
538.00
0.10
5.03
0.006
540.00
0.10
5.05
0.006
542.00
0.10
5.07
0.006
544.00
0.09
5.09
0.006
546.00
0.09
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

5.11
0.006
548.00
0.09
5.12
0.006
550.00
0.09
5.14
0.005
552.00
0.08
5.16
0.005
554.00
0.08
5.18
0.005
556.00
0.08
5.20
0.005
558.00
0.08
5.22
0.005
560.00
0.08
5.24
0.005
562.00
0.08
5.26
0.005
564.00
0.07
5.27
0.005
566.00
0.07
5.29
0.004
568.00
0.07
5.31
0.004
570.00
0.07
5.33
0.004
572.00
0.07
5.35
0.004
574.00
0.07
5.37
0.004
576.00
0.06
5.39
0.004
578.00
0.06
5.40
0.004
580.00
0.06
5.42
0.004
582.00
0.06
5.44
0.004
584.00
0.06
5.46
0.004
586.00
0.06
5.48
0.004
588.00
0.05
5.50
0.003
590.00
0.05
5.52
0.003
592.00
0.05
5.53
0.003
594.00
0.05
5.55
0.003
596.00
0.05
5.57
0.003
598.00
0.05
5.59
0.003
600.00
0.05
5.61
0.003
602.00
0.05
5.63
0.003
604.00
0.05
5.65
0.003
606.00
0.04
5.67
0.003
608.00
0.04
5.68
0.003
610.00
0.04
5.70
0.003
612.00
0.04
5.72
0.003
614.00
0.04
5.74
0.002
616.00
0.04
5.76
0.002
618.00
0.04
5.78
0.002
620.00
0.04
5.80
0.002
622.00
0.04
5.81
0.002
624.00
0.04
5.83
0.002
626.00
0.03
5.85
0.002
628.00
0.03
5.87
0.002
630.00
0.03
5.89
0.002
632.00
0.03
5.91
0.002
634.00
0.03
5.93
0.002
636.00
0.03
5.94
0.002
638.00
0.03
5.96
0.002
640.00
0.03
5.98
0.002
642.00
0.03
6.00
0.002
644.00
0.03
6.02
0.002
646.00
0.03
6.04
0.002
648.00
0.03
6.06
0.002
650.00
0.03
6.08
0.002
652.00
0.03
6.09
0.002
654.00
0.02
6.11
0.002
656.00
0.02
6.13
0.001
658.00
0.02
6.15
0.001
660.00
0.02
6.17
0.001
662.00
0.02
6.19
0.001
664.00
0.02
6.21
0.001
666.00
0.02
6.22
0.001
668.00
0.02
6.24
0.001
670.00
0.02
6.26
0.001
672.00
0.02
6.28
0.001
674.00
0.02
6.30
0.001
676.00
0.02
6.32
0.001
678.00
0.02
6.34
0.001
680.00
0.02
6.35
0.001
682.00
0.02
6.37
0.001
684.00
0.02
6.39
0.001
686.00
0.02
6.41
0.001
688.00
0.02
6.43
0.001
690.00
0.02
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

6.45
0.001
692.00
0.02
6.47
0.001
694.00
0.02
6.49
0.001
696.00
0.01
6.50
0.001
698.00
0.01
6.52
0.001
700.00
0.01
6.54
0.001
702.00
0.01
6.56
0.001
704.00
0.01
6.58
0.001
706.00
0.01
6.60
0.001
708.00
0.01
6.62
0.001
710.00
0.01
6.63
0.001
712.00
0.01
6.65
0.001
714.00
0.01
6.67
0.001
716.00
0.01
6.69
0.001
718.00
0.01
6.71
0.001
720.00
0.01
6.73
0.001
722.00
0.01
6.75
0.001
724.00
0.01
6.76
0.001
726.00
0.01
6.78
0.001
728.00
0.01
6.80
0.001
730.00
0.01
6.82
0.001
732.00
0.01
6.84
0.001
734.00
0.01
6.86
0.001
736.00
0.01
6.88
0.001
738.00
0.01
6.90
0.001
740.00
0.01
6.91
0.001
742.00
0.01
6.93
0.001
744.00
0.01
6.95
0.001
746.00
0.01
6.97
0.001
748.00
0.01
6.99
0.000
750.00
0.01
7.01
0.000
752.00
0.01
7.03
0.000
754.00
0.01
7.04
0.000
756.00
0.01
7.06
0.000
758.00
0.01
7.08
0.000
760.00
0.01
7.10
0.000
762.00
0.01
7.12
0.000
764.00
0.01
7.14
0.000
766.00
0.01
7.16
0.000
768.00
0.01
7.17
0.000
770.00
0.01
7.19
0.000
772.00
0.01
7.21
0.000
774.00
0.01
7.23
0.000
776.00
0.01
7.25
0.000
778.00
0.01
7.27
0.000
780.00
0.01
7.29
0.000
782.00
0.01
7.31
0.000
784.00
0.01
7.32
0.000
786.00
0.00
7.34
0.000
788.00
0.00
7.36
0.000
790.00
0.00
7.38
0.000
792.00
0.00
7.40
0.000
794.00
0.00
7.42
0.000
796.00
0.00
7.44
0.000
798.00
0.00
7.45
0.000
800.00
0.00
7.47
0.000
802.00
0.00
7.49
0.000
804.00
0.00
7.51
0.000
806.00
0.00
7.53
0.000
808.00
0.00
7.55
0.000
810.00
0.00
7.57
0.000
812.00
0.00
7.58
0.000
814.00
0.00
7.60
0.000
816.00
0.003
7.62
0.000
818.00
0.003
7.64
0.000
820.00
0.003
7.66
0.000
822.00
0.003
7.68
0.000
824.00
0.003
7.70
0.000
826.00
0.003
7.72
0.000
828.00
0.003
7.73
0.000
830.00
0.003
7.75
0.000
832.00
0.003
7.77
0.000
834.00
0.003
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

7.79
0.000
836.00
0.003
7.81
0.000
838.00
0.003
7.83
0.000
840.00
0.003
7.85
0.000
842.00
0.003
7.86
0.000
844.00
0.002
7.88
0.000
846.00
0.002
7.90
0.000
848.00
0.002
7.92
0.000
850.00
0.002
7.94
0.000
852.00
0.002
7.96
0.000
854.00
0.002
7.98
0.000
856.00
0.002
7.99
0.000
858.00
0.002
8.01
0.000
860.00
0.002
8.03
0.000
862.00
0.002
8.05
0.000
864.00
0.002
8.07
0.000
866.00
0.002
8.09
0.000
868.00
0.002
8.11
0.000
870.00
0.002
8.13
0.000
872.00
0.002
8.14
0.000
874.00
0.002
8.16
0.000
876.00
0.002
8.18
0.000
878.00
0.002
8.20
0.000
880.00
0.002
8.22
0.000
882.00
0.002
8.24
0.000
884.00
0.002
8.26
0.000
886.00
0.001
8.27
0.000
888.00
0.001
8.29
0.000
890.00
0.001
8.31
0.000
892.00
0.001
8.33
0.000
894.00
0.001
8.35
0.000
896.00
0.001
8.37
0.000
898.00
0.001
8.39
0.000
900.00
0.001
8.40
0.000
902.00
0.001
8.42
0.000
904.00
0.001
8.44
0.000
906.00
0.001
8.46
0.000
908.00
0.001
8.48
0.000
910.00
0.001
8.50
0.000
912.00
0.001
8.52
0.000
914.00
0.001
8.54
0.000
916.00
0.001
8.55
0.000
918.00
0.001
8.57
0.000
920.00
0.001
8.59
0.000
922.00
0.001
8.61
0.000
924.00
0.001
8.63
0.000
926.00
0.001
8.65
0.000
928.00
0.001
8.67
0.000
930.00
0.001
8.68
0.000
932.00
0.001
8.70
0.000
934.00
0.001
8.72
0.000
936.00
0.001
8.74
0.000
938.00
0.001
8.76
0.000
940.00
0.001
8.78
0.000
942.00
0.001
8.80
0.000
944.00
0.001
8.81
0.000
946.00
0.001
8.83
0.000
948.00
0.001
8.85
0.000
950.00
0.001
8.87
0.000
952.00
0.001
8.89
0.000
954.00
0.001
8.91
0.000
956.00
0.001
8.93
0.000
958.00
0.001
8.95
0.000
960.00
0.001
8.96
0.000
962.00
0.001
8.98
0.000
964.00
0.001
9.00
0.000
966.00
0.001
9.02
0.000
968.00
0.001
9.04
0.000
970.00
0.001
9.06
0.000
972.00
0.001
9.08
0.000
974.00
0.001
9.09
0.000
976.00
0.000
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

Peak Inflow, (Q100) =
29.1 cfs
Time to Peak Calculation:
CN=
61
P=
Q*=
3.36 in.
(depth of runoff)
Vol=
304,280 cf
(Vol. of runoff)
Time to Peak, (Tp) =>
125.22 minutes
(SCS TR-55)
Q/Qp
t
4
min
cfs
0.00
0.000
0.00
0.00
0.01
0.001
2.00
0.02
0.03
0.004
4.00
0.07
0.04
0.009
6.00
0.16
0.06
0.017
8.00
0.29
0.07
0.026
10.00
0.46
0.09
0.037
12.00
0.66
0.10
0.051
14.00
0.89
0.12
0.066
16.00
1.16
0.13
0.083
18.00
1.46
0.15
0.102
20.00
1.80
0.16
0.123
22.00
2.16
0.18
0.146
24.00
2.56
0.19
0.170
26.00
2.99
0.21
0.196
28.00
3.45
0.22
0.224
30.00
3.94
0.24
0.253
32.00
4.45
0.25
0.283
34.00
4.99
0.26
0.315
36.00
5.55
0.28
0.349
38.00
6.13
0.29
0.383
40.00
6.74
0.31
0.419
42.00
7.37
0.32
0.455
44.00
8.01
0.34
0.493
46.00
8.67
0.35
0.531
48.00
9.35
0.37
0.570
50.00
10.04
0.38
0.610
52.00
10.74
0.40
0.651
54.00
11.45
0.41
0.691
56.00
12.16
0.43
0.733
58.00
12.89
0.44
0.774
60.00
13.61
0.46
0.815
62.00
14.34
0.47
0.857
64.00
15.08
0.49
0.898
66.00
15.81
0.50
0.940
68.00
16.53
0.51
0.981
70.00
17.25
0.53
1.021
72.00
17.97
0.54
1.062
74.00
18.67
0.56
1.101
76.00
19.37
0.57
1.140
78.00
20.05
0.59
1.178
80.00
20.72
0.60
1.215
82.00
21.38
0.62
1.252
84.00
22.02
0.63
1.287
86.00
22.63
0.65
1.321
88.00
23.23
0.66
1.353
90.00
23.81
0.68
1.385
92.00
24.36
0.69
1.415
94.00
24.89
0.71
1.444
96.00
25.39
0.72
1.471
98.00
25.87
0.74
1.496
100.00
26.32
0.75
1.520
102.00
26.73
0.76
1.542
104.00
27.12
0.78
1.562
106.00
27.47
0.79
1.580
108.00
27.80
0.81
1.597
110.00
28.09
0.82
1.611
112.00
28.34
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM
7.84 in. S= 6.32 in.

0.84
1.624
114.00
28.56
0.85
1.634
116.00
28.75
0.87
1.643
118.00
28.90
0.88
1.649
120.00
29.01
0.90
1.654
122.00
29.09
0.91
1.656
124.00
29.13
0.93
1.656
126.00
29.13
0.94
1.654
128.00
29.10
0.96
1.650
130.00
29.03
0.97
1.644
132.00
28.93
0.99
1.636
134.00
28.78
1.00
1.626
136.00
28.61
1.01
1.614
138.00
28.39
1.03
1.600
140.00
28.15
1.04
1.584
142.00
27.86
1.06
1.566
144.00
27.55
1.07
1.546
146.00
27.20
1.09
1.525
148.00
26.82
1.10
1.501
150.00
26.41
1.12
1.476
152.00
25.97
1.13
1.450
154.00
25.50
1.15
1.421
156.00
25.00
1.16
1.394
158.00
24.52
1.18
1.365
160.00
24.02
1.19
1.337
162.00
23.52
1.21
1.310
164.00
23.04
1.22
1.283
166.00
22.57
1.24
1.257
168.00
22.10
1.25
1.231
170.00
21.65
1.26
1.205
172.00
21.20
1.28
1.181
174.00
20.77
1.29
1.156
176.00
20.34
1.31
1.133
178.00
19.92
1.32
1.109
180.00
19.51
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8.87
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

1.90
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s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

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s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

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s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

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s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

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0.01
7.18
0.000
976.00
0.01
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

7.19
0.000
978.00
0.00
7.20
0.000
980.00
0.00
7.22
0.000
982.00
0.00
7.23
0.000
984.00
0.00
7.25
0.000
986.00
0.00
7.26
0.000
988.00
0.00
7.28
0.000
990.00
0.00
7.29
0.000
992.00
0.00
7.31
0.000
994.00
0.00
7.32
0.000
996.00
0.00
7.34
0.000
998.00
0.00
7.35
0.000
1000.00
0.00
7.37
0.000
1002.00
0.00
7.38
0.000
1004.00
0.00
7.40
0.000
1006.00
0.00
7.41
0.000
1008.00
0.00
7.43
0.000
1010.00
0.00
7.44
0.000
1012.00
0.00
7.45
0.000
1014.00
0.00
7.47
0.000
1016.00
0.00
7.48
0.000
1018.00
0.00
7.50
0.000
1020.00
0.00
7.51
0.000
1022.00
0.00
7.53
0.000
1024.00
0.00
7.54
0.000
1026.00
0.00
7.56
0.000
1028.00
0.00
7.57
0.000
1030.00
0.00
7.59
0.000
1032.00
0.00
7.60
0.000
1034.00
0.00
7.62
0.000
1036.00
0.00
7.63
0.000
1038.00
0.00
7.65
0.000
1040.00
0.00
7.66
0.000
1042.00
0.00
7.68
0.000
1044.00
0.00
7.69
0.000
1046.00
0.00
7.70
0.000
1048.00
0.00
7.72
0.000
1050.00
0.00
7.73
0.000
1052.00
0.00
7.75
0.000
1054.00
0.00
7.76
0.000
1056.00
0.00
7.78
0.000
1058.00
0.00
7.79
0.000
1060.00
0.00
7.81
0.000
1062.00
0.00
7.82
0.000
1064.00
0.00
7.84
0.000
1066.00
0.00
7.85
0.000
1068.00
0.00
7.87
0.000
1070.00
0.00
7.88
0.000
1072.00
0.00
7.90
0.000
1074.00
0.00
7.91
0.000
1076.00
0.00
7.93
0.000
1078.00
0.00
7.94
0.000
1080.00
0.00
7.95
0.000
1082.00
0.00
7.97
0.000
1084.00
0.00
7.98
0.000
1086.00
0.00
8.00
0.000
1088.00
0.00
8.01
0.000
1090.00
0.00
8.03
0.000
1092.00
0.00
8.04
0.000
1094.00
0.00
8.06
0.000
1096.00
0.00
8.07
0.000
1098.00
0.00
8.09
0.000
1100.00
0.00
8.10
0.000
1102.00
0.00
8.12
0.000
1104.00
0.00
8.13
0.000
1106.00
0.00
8.15
0.000
1108.00
0.00
8.16
0.000
1110.00
0.00
8.18
0.000
1112.00
0.00
8.19
0.000
1114.00
0.00
8.20
0.000
1116.00
0.00
8.22
0.000
1118.00
0.00
8.23
0.000
1120.00
0.00
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

8.25
0.000
1122.00
0.00
8.26
0.000
1124.00
0.00
8.28
0.000
1126.00
0.00
8.29
0.000
1128.00
0.00
8.31
0.000
1130.00
0.00
8.32
0.000
1132.00
0.00
8.34
0.000
1134.00
0.00
8.35
0.000
1136.00
0.00
8.37
0.000
1138.00
0.00
8.38
0.000
1140.00
0.00
8.40
0.000
1142.00
0.001
8.41
0.000
1144.00
0.001
8.43
0.000
1146.00
0.001
8.44
0.000
1148.00
0.001
8.45
0.000
1150.00
0.001
8.47
0.000
1152.00
0.001
8.48
0.000
1154.00
0.001
8.50
0.000
1156.00
0.001
8.51
0.000
1158.00
0.001
8.53
0.000
1160.00
0.001
8.54
0.000
1162.00
0.001
8.56
0.000
1164.00
0.001
8.57
0.000
1166.00
0.001
8.59
0.000
1168.00
0.001
8.60
0.000
1170.00
0.001
8.62
0.000
1172.00
0.001
8.63
0.000
1174.00
0.001
8.65
0.000
1176.00
0.001
8.66
0.000
1178.00
0.001
8.68
0.000
1180.00
0.001
8.69
0.000
1182.00
0.001
8.70
0.000
1184.00
0.001
8.72
0.000
1186.00
0.001
8.73
0.000
1188.00
0.001
8.75
0.000
1190.00
0.001
8.76
0.000
1192.00
0.001
8.78
0.000
1194.00
0.001
8.79
0.000
1196.00
0.001
8.81
0.000
1198.00
0.001
8.82
0.000
1200.00
0.000
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/20189:55 AM

DESIGN REQUIREMENTS: Design detention system that detains the difference between the pre -developed and post -developed
peak flow rate.
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM
SOILS
NIM, Mf)
Mayodan Fine Sandy L Hydraulic Soil Group B
Sanford, NC
TaD
Tarrus Silt Loam Hydraulic Soil Group B
Rainfall Depths
1 -yr
2.99
24 -HR
2 -yr
3.61
24 -HR
5 -yr
4.53
24 -HR
Composite CN
l0 -yr
5.26
24 -HR
Overall Drainge Area
25 -yr
6.25
24 -HR
Area = 13.78 ac.
50 -yr
7.03
24 -HR
100 -yr
7.84
24 -HR
Weighed C-
C -Value
value
Area (SF) CN -Value Weighted
HSG A
Paved Area =
0.95
0.00
- 98
0
HSG A
Open Space -
Fair
0.15
0.00
- 49
0
HSG A
Woods - Fair
0.15
0.00
- 36
0
HSG B
Paved Area =
0.95
0.60
376,147 98
61
HSG B
Open Space -
Fair
0.15
0.05
199,817 69
23
HSG B
Woods - Fair
0.15
0.01
24,348 60
2
HSG C
Paved Area =
0.95
0.00
- 98
0
HSG C
Open Space -
Fair
0.15
0.00
- 79
0
HSG C
Woods - Fair
0.15
0.00
- 73
0
0.65
600,312
87
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

Drainage Area, (DA)
Time of Concentration, (Tc) _>
Intensity, (I) =
Composite Runoff Coefficient, (C) =>
Peak Release Rate, (Q1) _>
Drainage Area, (DA) _
Time of Concentration, (Tc) =>
Intensity, (I) =
Composite Runoff Coefficient, (C) =>
Peak Release Rate, (Q2) =>
Drainage Area, (DA) =
Time of Concentration, (Tc) =>
Intensity, (I) =
Composite Runoff Coefficient, (C) =>
Peak Release Rate, (Q10) _>
Drainage Area, (DA)
Time of Concentration, (Tc) _>
Intensity, (I) =
Composite Runoff Coefficient, (C) =>
Peak Release Rate, (Q100) _>
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM
13.78 acres
9.7 minutes
4.13 inches/hr
0.65
37.08 cfs
13.78 acres
9.7 minutes
4.88 inches/hr
0.65
43.82 cfs
13.78 acres
9.7 minutes
6.22 inches/hr
0.65
55.85 cfs
13.78 acres
9.7 minutes
7.64 inches
0.65
68.54 cfs

Peak Inflow, (Qt) _>
37.1 cfs
Time to Peak Calculation:
CN=
87
P= 2.99 in.
Q*=
1.72 in.
(depth of runoff)
Vol=
85,812 cf
(vol. of runoff)
Time to Peak, (Tp) =>
27.75 minutes
(SCS TR-55)
t//to
0/00
t
Q
min
cfs
0.00
0.000
0
0.00
0.07
0.013
2
0.47
0.14
0.050
4
1.87
0.22
0.111
6
4.12
0.29
0.191
8
7.10
0.36
0.288
10
10.67
0.43
0.395
12
14.63
0.50
0.507
14
18.80
0.58
0.619
16
22.96
0.65
0.725
18
26.89
0.72
0.820
20
30.39
0.79
0.898
22
33.29
0.86
0.956
24
35.43
0.94
0.990
26
36.72
1.01
1.000
28
37.07
1.08
0.984
30
36.48
1.15
0.943
32
34.97
1.23
0.880
34
32.63
1.30
0.804
36
29.80
1.37
0.732
38
27.13
1.44
0.666
40
24.71
1.51
0.607
42
22.50
1.59
0.552
44
20.48
1.66
0.503
46
18.65
1.73
0.458
48
16.98
1.80
0.417
50
15.46
1.87
0.380
52
14.08
1.95
0.346
54
12.82
2.02
0.315
56
11.67
2.09
0.287
58
10.63
2.16
0.261
60
9.68
2.23
0.238
62
8.81
2.31
0.216
64
8.03
2.38
0.197
66
7.31
2.45
0.179
68
6.65
2.52
0.163
70
6.06
2.59
0.149
72
5.52
2.67
0.135
74
5.02
2.74
0.123
76
4.57
2.81
0.112
78
4.17
2.88
0.102
80
3.79
2.96
0.093
82
3.45
3.03
0.085
84
3.14
3.10
0.077
86
2.86
3.17
0.070
88
2.61
3.24
0.064
90
2.37
3.32
0.058
92
2.16
3.39
0.053
94
1.97
3.46
0.048
96
1.79
3.53
0.044
98
1.63
3.60
0.040
100
1.49
3.68
0.036
102
1.35
3.75
0.033
104
1.23
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM
S= 1.52 in

3.82
0.030
106
1.12
3.89
0.028
108
1.02
3.96
0.025
110
0.93
4.04
0.023
112
0.85
4.11
0.021
114
0.77
4.18
0.019
116
0.70
4.25
0.017
118
0.64
4.32
0.016
120
0.58
4.40
0.014
122
0.53
4.47
0.013
124
0.48
4.54
0.012
126
0.44
4.61
0.011
128
0.40
4.68
0.010
130
0.36
4.76
0.009
132
0.33
4.83
0.008
134
0.30
4.90
0.007
136
0.28
4.97
0.007
138
0.25
5.05
0.006
140
0.23
5.12
0.006
142
0.21
5.19
0.005
144
0.19
5.26
0.005
146
0.17
5.33
0.004
148
0.16
5.41
0.004
150
0.14
5.48
0.004
152
0.13
5.55
0.003
154
0.12
5.62
0.003
156
0.11
5.69
0.003
158
0.10
5.77
0.002
160
0.09
5.84
0.002
162
0.08
5.91
0.002
164
0.07
5.98
0.002
166
0.07
6.05
0.002
168
0.06
6.13
0.002
170
0.06
6.20
0.001
172
0.05
6.27
0.001
174
0.046
6.34
0.001
176
0.042
6.41
0.001
178
0.038
6.49
0.001
180
0.035
6.56
0.001
182
0.032
6.63
0.001
184
0.029
6.70
0.001
186
0.026
6.77
0.001
188
0.024
6.85
0.001
190
0.022
6.92
0.001
192
0.020
6.99
0.000
194
0.018
7.06
0.000
196
0.017
7.14
0.000
198
0.015
7.21
0.000
200
0.014
7.28
0.000
202
0.012
7.35
0.000
204
0.011
7.42
0.000
206
0.010
7.50
0.000
208
0.009
7.57
0.000
210
0.009
7.64
0.000
212
0.008
7.71
0.000
214
0.007
7.78
0.000
216
0.006
7.86
0.000
218
0.006
7.93
0.000
220
0.005
8.00
0.000
222
0.005
8.07
0.000
224
0.004
8.14
0.000
226
0.004
8.22
0.000
228
0.004
8.29
0.000
230
0.003
8.36
0.000
232
0.003
8.43
0.000
234
0.003
8.50
0.000
236
0.003
8.58
0.000
238
0.002
8.65
0.000
240
0.002
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

8.72
0.000
242
0.002
8.79
0.000
244
0.002
8.87
0.000
246
0.002
8.94
0.000
248
0.001
9.01
0.000
250
0.001
9.08
0.000
252
0.001
9.15
0.000
254
0.001
9.23
0.000
256
0.001
9.30
0.000
258
0.001
9.37
0.000
260
0.001
9.44
0.000
262
0.001
9.51
0.000
264
0.001
9.59
0.000
266
0.001
9.66
0.000
268
0.001
9.73
0.000
270
0.001
9.80
0.000
272
0.000
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

Peak Inflow, (Q 10) =
55.85 cfs
Time to Peak Calculation:
CN=
87
P= 5.26 in.
Q*=
3.79 in.
(depth of runoff)
Vol=
189,739 cf
(vol. of runoff)
Time to Peak, (Tp) =>
40.74 minutes
(SCS TR -55)
t//to
0/00
t
Q
min
cfs
0.00
0.000
0.00
0.00
0.05
0.006
2.00
0.33
0.10
0.024
4.00
1.32
0.15
0.053
6.00
2.94
0.20
0.092
8.00
5.15
0.25
0.141
10.00
7.90
0.29
0.199
12.00
11.13
0.34
0.264
14.00
14.75
0.39
0.335
16.00
18.69
0.44
0.409
18.00
22.85
0.49
0.486
20.00
27.13
0.54
0.563
22.00
31.43
0.59
0.638
24.00
35.64
0.64
0.710
26.00
39.67
0.69
0.778
28.00
43.43
0.74
0.838
30.00
46.81
0.79
0.891
32.00
49.75
0.83
0.934
34.00
52.16
0.88
0.967
36.00
54.01
0.93
0.989
38.00
55.23
0.98
0.999
40.00
55.80
1.03
0.998
42.00
55.72
1.08
0.984
44.00
54.97
1.13
0.959
46.00
53.58
1.18
0.924
48.00
51.58
1.23
0.878
50.00
49.02
1.28
0.826
52.00
46.11
1.33
0.775
54.00
43.26
1.37
0.727
56.00
40.59
1.42
0.682
58.00
38.08
1.47
0.640
60.00
35.72
1.52
0.600
62.00
33.51
1.57
0.563
64.00
31.44
1.62
0.528
66.00
29.50
1.67
0.496
68.00
27.67
1.72
0.465
70.00
25.96
1.77
0.436
72.00
24.36
1.82
0.409
74.00
22.85
1.87
0.384
76.00
21.44
1.91
0.360
78.00
20.11
1.96
0.338
80.00
18.87
2.01
0.317
82.00
17.70
2.06
0.297
84.00
16.61
2.11
0.279
86.00
15.58
2.16
0.262
88.00
14.62
2.21
0.246
90.00
13.71
2.26
0.230
92.00
12.87
2.31
0.216
94.00
12.07
2.36
0.203
96.00
11.32
2.41
0.190
98.00
10.62
2.45
0.178
100.00
9.97
2.50
0.167
102.00
9.35
2.55
0.157
104.00
8.77
2.60
0.147
106.00
8.23
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM
S= 1.52 in

2.65
0.138
108.00
7.72
2.70
0.130
110.00
7.24
2.75
0.122
112.00
6.80
2.80
0.114
114.00
6.38
2.85
0.107
116.00
5.98
2.90
0.100
118.00
5.61
2.95
0.094
120.00
5.26
2.99
0.088
122.00
4.94
3.04
0.083
124.00
4.63
3.09
0.078
126.00
4.35
3.14
0.073
128.00
4.08
3.19
0.069
130.00
3.83
3.24
0.064
132.00
3.59
3.29
0.060
134.00
3.37
3.34
0.057
136.00
3.16
3.39
0.053
138.00
2.96
3.44
0.050
140.00
2.78
3.49
0.047
142.00
2.61
3.53
0.044
144.00
2.45
3.58
0.041
146.00
2.30
3.63
0.039
148.00
2.15
3.68
0.036
150.00
2.02
3.73
0.034
152.00
1.90
3.78
0.032
154.00
1.78
3.83
0.030
156.00
1.67
3.88
0.028
158.00
1.57
3.93
0.026
160.00
1.47
3.98
0.025
162.00
1.38
4.03
0.023
164.00
1.29
4.07
0.022
166.00
1.21
4.12
0.020
168.00
1.14
4.17
0.019
170.00
1.07
4.22
0.018
172.00
1.00
4.27
0.017
174.00
0.94
4.32
0.016
176.00
0.88
4.37
0.015
178.00
0.83
4.42
0.014
180.00
0.78
4.47
0.013
182.00
0.73
4.52
0.012
184.00
0.68
4.57
0.011
186.00
0.64
4.62
0.011
188.00
0.60
4.66
0.010
190.00
0.56
4.71
0.009
192.00
0.53
4.76
0.009
194.00
0.50
4.81
0.008
196.00
0.47
4.86
0.008
198.00
0.44
4.91
0.007
200.00
0.41
4.96
0.007
202.00
0.38
5.01
0.006
204.00
0.36
5.06
0.006
206.00
0.34
5.11
0.006
208.00
0.32
5.16
0.005
210.00
0.30
5.20
0.005
212.00
0.28
5.25
0.005
214.00
0.26
5.30
0.004
216.00
0.25
5.35
0.004
218.00
0.23
5.40
0.004
220.00
0.22
5.45
0.004
222.00
0.20
5.50
0.003
224.00
0.19
5.55
0.003
226.00
0.18
5.60
0.003
228.00
0.17
5.65
0.003
230.00
0.16
5.70
0.003
232.00
0.15
5.74
0.002
234.00
0.14
5.79
0.002
236.00
0.13
5.84
0.002
238.00
0.12
5.89
0.002
240.00
0.11
5.94
0.002
242.00
0.11
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

5.99
0.002
244.00
0.10
6.04
0.002
246.00
0.09
6.09
0.002
248.00
0.09
6.14
0.001
250.00
0.08
6.19
0.001
252.00
0.08
6.24
0.001
254.00
0.07
6.28
0.001
256.00
0.07
6.33
0.001
258.00
0.06
6.38
0.001
260.00
0.06
6.43
0.001
262.00
0.06
6.48
0.001
264.00
0.05
6.53
0.001
266.00
0.05
6.58
0.001
268.00
0.05
6.63
0.001
270.00
0.04
6.68
0.001
272.00
0.04
6.73
0.001
274.00
0.04
6.78
0.001
276.00
0.036
6.82
0.001
278.00
0.034
6.87
0.001
280.00
0.032
6.92
0.001
282.00
0.030
6.97
0.001
284.00
0.028
7.02
0.000
286.00
0.026
7.07
0.000
288.00
0.025
7.12
0.000
290.00
0.023
7.17
0.000
292.00
0.022
7.22
0.000
294.00
0.020
7.27
0.000
296.00
0.019
7.32
0.000
298.00
0.018
7.36
0.000
300.00
0.017
7.41
0.000
302.00
0.016
7.46
0.000
304.00
0.015
7.51
0.000
306.00
0.014
7.56
0.000
308.00
0.013
7.61
0.000
310.00
0.012
7.66
0.000
312.00
0.011
7.71
0.000
314.00
0.011
7.76
0.000
316.00
0.010
7.81
0.000
318.00
0.009
7.86
0.000
320.00
0.009
7.90
0.000
322.00
0.008
7.95
0.000
324.00
0.008
8.00
0.000
326.00
0.007
8.05
0.000
328.00
0.007
8.10
0.000
330.00
0.006
8.15
0.000
332.00
0.006
8.20
0.000
334.00
0.006
8.25
0.000
336.00
0.005
8.30
0.000
338.00
0.005
8.35
0.000
340.00
0.005
8.40
0.000
342.00
0.004
8.44
0.000
344.00
0.004
8.49
0.000
346.00
0.004
8.54
0.000
348.00
0.004
8.59
0.000
350.00
0.003
8.64
0.000
352.00
0.003
8.69
0.000
354.00
0.003
8.74
0.000
356.00
0.003
8.79
0.000
358.00
0.003
8.84
0.000
360.00
0.002
8.89
0.000
362.00
0.002
8.94
0.000
364.00
0.002
8.98
0.000
366.00
0.002
9.03
0.000
368.00
0.002
9.08
0.000
370.00
0.002
9.13
0.000
372.00
0.002
9.18
0.000
374.00
0.002
9.23
0.000
376.00
0.001
9.28
0.000
378.00
0.001
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

9.33
0.000
380.00
0.001
9.38
0.000
382.00
0.001
9.43
0.000
384.00
0.001
9.48
0.000
386.00
0.001
9.52
0.000
388.00
0.001
9.57
0.000
390.00
0.001
9.62
0.000
392.00
0.001
9.67
0.000
394.00
0.001
9.72
0.000
396.00
0.001
9.77
0.000
398.00
0.001
9.82
0.000
400.00
0.001
9.87
0.000
402.00
0.001
9.92
0.000
404.00
0.001
9.97
0.000
406.00
0.001
10.02
0.000
408.00
0.001
10.06
0.000
410.00
0.001
10.11
0.000
412.00
0.000
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

Peak Inflow, (Q100) =
68.5 cfs
Time to Peak Calculation:
CN=
87
P= 7.84 in.
Q*=
6.27 in.
(depth of runoff)
Vol=
313,722 cf
(vol. of runoff)
Time to Peak, (Tp) =>
54.88 minutes
(SCS TR -55)
t//t
0/00
t
Q
min
cfs
0.00
0.000
0.00
0.00
0.04
0.004
2.00
0.22
0.09
0.015
4.00
0.89
0.13
0.033
6.00
2.00
0.17
0.058
8.00
3.53
0.22
0.089
10.00
5.46
0.26
0.127
12.00
7.77
0.30
0.170
14.00
10.43
0.35
0.218
16.00
13.40
0.39
0.271
18.00
16.64
0.43
0.328
20.00
20.11
0.48
0.388
22.00
23.77
0.52
0.449
24.00
27.56
0.56
0.513
26.00
31.44
0.60
0.577
28.00
35.36
0.65
0.640
30.00
39.27
0.69
0.703
32.00
43.11
0.73
0.764
34.00
46.83
0.78
0.822
36.00
50.39
0.82
0.876
38.00
53.74
0.86
0.927
40.00
56.84
0.91
0.972
42.00
59.64
0.95
1.013
44.00
62.10
0.99
1.047
46.00
64.20
1.04
1.075
48.00
65.91
1.08
1.096
50.00
67.21
1.12
1.110
52.00
68.07
1.17
1.117
54.00
68.50
1.21
1.116
56.00
68.47
1.25
1.109
58.00
68.00
1.30
1.094
60.00
67.08
1.34
1.072
62.00
65.73
1.38
1.043
64.00
63.98
1.43
1.008
66.00
61.83
1.47
0.967
68.00
59.32
1.51
0.924
70.00
56.67
1.55
0.881
72.00
54.05
1.60
0.840
74.00
51.55
1.64
0.802
76.00
49.16
1.68
0.764
78.00
46.89
1.73
0.729
80.00
44.72
1.77
0.695
82.00
42.65
1.81
0.663
84.00
40.67
1.86
0.633
86.00
38.79
1.90
0.603
88.00
37.00
1.94
0.575
90.00
35.29
1.99
0.549
92.00
33.65
2.03
0.523
94.00
32.10
2.07
0.499
96.00
30.61
2.12
0.476
98.00
29.19
2.16
0.454
100.00
27.84
2.20
0.433
102.00
26.56
2.25
0.413
104.00
25.33
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM
S= 1.52 in

2.29
0.394
106.00
24.16
2.33
0.376
108.00
23.04
2.38
0.358
110.00
21.97
2.42
0.342
112.00
20.95
2.46
0.326
114.00
19.99
2.50
0.311
116.00
19.06
2.55
0.296
118.00
18.18
2.59
0.283
120.00
17.34
2.63
0.270
122.00
16.54
2.68
0.257
124.00
15.77
2.72
0.245
126.00
15.04
2.76
0.234
128.00
14.34
2.81
0.223
130.00
13.68
2.85
0.213
132.00
13.05
2.89
0.203
134.00
12.44
2.94
0.194
136.00
11.87
2.98
0.185
138.00
11.32
3.02
0.176
140.00
10.80
3.07
0.168
142.00
10.30
3.11
0.160
144.00
9.82
3.15
0.153
146.00
9.37
3.20
0.146
148.00
8.93
3.24
0.139
150.00
8.52
3.28
0.132
152.00
8.12
3.33
0.126
154.00
7.75
3.37
0.121
156.00
7.39
3.41
0.115
158.00
7.05
3.45
0.110
160.00
6.72
3.50
0.105
162.00
6.41
3.54
0.100
164.00
6.11
3.58
0.095
166.00
5.83
3.63
0.091
168.00
5.56
3.67
0.086
170.00
5.30
3.71
0.082
172.00
5.06
3.76
0.079
174.00
4.82
3.80
0.075
176.00
4.60
3.84
0.072
178.00
4.39
3.89
0.068
180.00
4.19
3.93
0.065
182.00
3.99
3.97
0.062
184.00
3.81
4.02
0.059
186.00
3.63
4.06
0.056
188.00
3.46
4.10
0.054
190.00
3.30
4.15
0.051
192.00
3.15
4.19
0.049
194.00
3.00
4.23
0.047
196.00
2.87
4.28
0.045
198.00
2.73
4.32
0.042
200.00
2.61
4.36
0.041
202.00
2.49
4.40
0.039
204.00
2.37
4.45
0.037
206.00
2.26
4.49
0.035
208.00
2.16
4.53
0.034
210.00
2.06
4.58
0.032
212.00
1.96
4.62
0.031
214.00
1.87
4.66
0.029
216.00
1.78
4.71
0.028
218.00
1.70
4.75
0.026
220.00
1.62
4.79
0.025
222.00
1.55
4.84
0.024
224.00
1.48
4.88
0.023
226.00
1.41
4.92
0.022
228.00
1.34
4.97
0.021
230.00
1.28
5.01
0.020
232.00
1.22
5.05
0.019
234.00
1.16
5.10
0.018
236.00
1.11
5.14
0.017
238.00
1.06
5.18
0.016
240.00
1.01
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

5.23
0.016
242.00
0.96
5.27
0.015
244.00
0.92
5.31
0.014
246.00
0.88
5.35
0.014
248.00
0.84
5.40
0.013
250.00
0.80
5.44
0.012
252.00
0.76
5.48
0.012
254.00
0.73
5.53
0.011
256.00
0.69
5.57
0.011
258.00
0.66
5.61
0.010
260.00
0.63
5.66
0.010
262.00
0.60
5.70
0.009
264.00
0.57
5.74
0.009
266.00
0.55
5.79
0.008
268.00
0.52
5.83
0.008
270.00
0.50
5.87
0.008
272.00
0.47
5.92
0.007
274.00
0.45
5.96
0.007
276.00
0.43
6.00
0.007
278.00
0.41
6.05
0.006
280.00
0.39
6.09
0.006
282.00
0.37
6.13
0.006
284.00
0.36
6.18
0.006
286.00
0.34
6.22
0.005
288.00
0.32
6.26
0.005
290.00
0.31
6.30
0.005
292.00
0.29
6.35
0.005
294.00
0.28
6.39
0.004
296.00
0.27
6.43
0.004
298.00
0.26
6.48
0.004
300.00
0.24
6.52
0.004
302.00
0.23
6.56
0.004
304.00
0.22
6.61
0.003
306.00
0.21
6.65
0.003
308.00
0.20
6.69
0.003
310.00
0.19
6.74
0.003
312.00
0.18
6.78
0.003
314.00
0.18
6.82
0.003
316.00
0.17
6.87
0.003
318.00
0.16
6.91
0.002
320.00
0.15
6.95
0.002
322.00
0.14
7.00
0.002
324.00
0.14
7.04
0.002
326.00
0.13
7.08
0.002
328.00
0.13
7.13
0.002
330.00
0.12
7.17
0.002
332.00
0.11
7.21
0.002
334.00
0.11
7.25
0.002
336.00
0.10
7.30
0.002
338.00
0.10
7.34
0.002
340.00
0.09
7.38
0.001
342.00
0.09
7.43
0.001
344.00
0.09
7.47
0.001
346.00
0.08
7.51
0.001
348.00
0.08
7.56
0.001
350.00
0.07
7.60
0.001
352.00
0.07
7.64
0.001
354.00
0.07
7.69
0.001
356.00
0.06
7.73
0.001
358.00
0.06
7.77
0.001
360.00
0.06
7.82
0.001
362.00
0.06
7.86
0.001
364.00
0.05
7.90
0.001
366.00
0.05
7.95
0.001
368.00
0.05
7.99
0.001
370.00
0.05
8.03
0.001
372.00
0.04
8.08
0.001
374.00
0.04
8.12
0.001
376.00
0.04
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

8.16
0.001
378.00
0.04
8.20
0.001
380.00
0.04
8.25
0.001
382.00
0.03
8.29
0.001
384.00
0.03
8.33
0.001
386.00
0.03
8.38
0.000
388.00
0.03
8.42
0.000
390.00
0.03
8.46
0.000
392.00
0.03
8.51
0.000
394.00
0.03
8.55
0.000
396.00
0.03
8.59
0.000
398.00
0.02
8.64
0.000
400.00
0.02
8.68
0.000
402.00
0.02
8.72
0.000
404.00
0.02
8.77
0.000
406.00
0.02
8.81
0.000
408.00
0.02
8.85
0.000
410.00
0.02
8.90
0.000
412.00
0.02
8.94
0.000
414.00
0.016
8.98
0.000
416.00
0.016
9.03
0.000
418.00
0.015
9.07
0.000
420.00
0.014
9.11
0.000
422.00
0.014
9.15
0.000
424.00
0.013
9.20
0.000
426.00
0.012
9.24
0.000
428.00
0.012
9.28
0.000
430.00
0.011
9.33
0.000
432.00
0.011
9.37
0.000
434.00
0.010
9.41
0.000
436.00
0.010
9.46
0.000
438.00
0.009
9.50
0.000
440.00
0.009
9.54
0.000
442.00
0.008
9.59
0.000
444.00
0.008
9.63
0.000
446.00
0.008
9.67
0.000
448.00
0.007
9.72
0.000
450.00
0.007
9.76
0.000
452.00
0.007
9.80
0.000
454.00
0.006
9.85
0.000
456.00
0.006
9.89
0.000
458.00
0.006
9.93
0.000
460.00
0.006
9.98
0.000
462.00
0.005
10.02
0.000
464.00
0.005
10.06
0.000
466.00
0.005
10.10
0.000
468.00
0.005
10.15
0.000
470.00
0.004
10.19
0.000
472.00
0.004
10.23
0.000
474.00
0.004
10.28
0.000
476.00
0.004
10.32
0.000
478.00
0.004
10.36
0.000
480.00
0.003
10.41
0.000
482.00
0.003
10.45
0.000
484.00
0.003
10.49
0.000
486.00
0.003
10.54
0.000
488.00
0.003
10.58
0.000
490.00
0.003
10.62
0.000
492.00
0.003
10.67
0.000
494.00
0.002
10.71
0.000
496.00
0.002
10.75
0.000
498.00
0.002
10.80
0.000
500.00
0.002
10.84
0.000
502.00
0.002
10.88
0.000
504.00
0.002
10.93
0.000
506.00
0.002
10.97
0.000
508.00
0.002
11.01
0.000
510.00
0.002
11.05
0.000
512.00
0.002
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

11.10
0.000
514.00
0.002
11.14
0.000
516.00
0.001
11.18
0.000
518.00
0.001
11.23
0.000
520.00
0.001
11.27
0.000
522.00
0.001
11.31
0.000
524.00
0.001
11.36
0.000
526.00
0.001
11.40
0.000
528.00
0.001
11.44
0.000
530.00
0.001
11.49
0.000
532.00
0.001
11.53
0.000
534.00
0.001
11.57
0.000
536.00
0.001
11.62
0.000
538.00
0.001
11.66
0.000
540.00
0.001
11.70
0.000
542.00
0.001
11.75
0.000
544.00
0.001
11.79
0.000
546.00
0.001
11.83
0.000
548.00
0.001
11.88
0.000
550.00
0.001
11.92
0.000
552.00
0.001
11.96
0.000
554.00
0.001
12.00
0.000
556.00
0.001
12.05
0.000
558.00
0.001
12.09
0.000
560.00
0.001
12.13
0.000
562.00
0.000
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

DESIGN REQUIREMENTS:
Design detention system that detains the difference between the pre -developed and post -developed
peak flow rate.
SOILS
NIM, Mf-)
Mayodan Fine Sandy L Hydraulic Soil Group B
Sanford, NC
TaD
Tarrus Silt Loam Hydraulic Soil Group B
Rainfall Depths
1 -yr
2.99
24 -HR
2 -yr
3.61
24 -HR
5 -yr
4.53
24 -HR
Composite CN
l0 -yr
5.26
24 -HR
Overall Drainge Area
25 -yr
6.25
24 -HR
Area = 11.61 ac.
50 -yr
7.03
24 -HR
100 -yr
7.84
24 -HR
Weighed C-
CN-
C -Value
value
Area (SF) Value Weighted
HSG A
Paved Area =
0.95
0.00
- 98 0
HSG A
Open Space -
Fair
0.15
0.00
- 49 0
HSG A
Woods - Fair
0.15
0.00
- 36 0
HSG B
Paved Area =
0.95
0.01
4,467 98 1
HSG B
Open Space -
Fair
0.15
0.03
87,220 69 12
HSG B
Woods - Fair
0.15
0.12
413,917 60 49
HSG C
Paved Area =
0.95
0.00
- 98 0
HSG C
Open Space -
Fair
0.15
0.00
- 79 0
HSG C
Woods - Fair
0.15
0.00
- 73 0
0.16
505,604 62
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

Drainage Area, (DA)
Time of Concentration, (Tc) _>
Intensity, (I) =
Composite Runoff Coefficient, (C) =>
Peak Release Rate, (Q1) _>
Drainage Area, (DA) _
Time of Concentration, (Tc) =>
Intensity, (I) =
Composite Runoff Coefficient, (C) =>
Peak Release Rate, (Q2) =>
Drainage Area, (DA) =
Time of Concentration, (Tc) =>
Intensity, (I) =
Composite Runoff Coefficient, (C) =>
Peak Release Rate, (Q10) _>
Drainage Area, (DA)
Time of Concentration, (Tc) _>
Intensity, (I) =
Composite Runoff Coefficient, (C) =>
Peak Release Rate, (Q100) _>
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM
11.61 acres
29.98 minutes
2.32 inches/hr
0.16
4.23 cfs
11.61 acres
30.0 minutes
2.78 inches/hr
0.16
5.07 cfs
11.61 acres
30.0 minutes
3.75 inches/hr
0.16
6.84 cfs
11.61 acres
30.0 minutes
7.13 inches
0.16
13.01 cfs

Peak Inflow, (Qt) _>
4.2 cfs
Time to Peak Calculation:
CN=
62
P= 2.99 in.
Q*=
0.39 in.
(depth of runoff)
Vol=
16,456 cf
(vol. of runoff)
Time to Peak, (Tp) =>
46.62 minutes
(SCS TR-55)
t//t
0/00
t
Q
min
cfs
0.00
0.000
0
0.00
0.04
0.005
2
0.02
0.09
0.018
4
0.08
0.13
0.040
6
0.17
0.17
0.071
8
0.30
0.21
0.109
10
0.46
0.26
0.155
12
0.65
0.30
0.206
14
0.87
0.34
0.264
16
1.12
0.39
0.325
18
1.37
0.43
0.389
20
1.65
0.47
0.456
22
1.93
0.51
0.523
24
2.21
0.56
0.590
26
2.50
0.60
0.655
28
2.77
0.64
0.718
30
3.04
0.69
0.776
32
3.29
0.73
0.830
34
3.51
0.77
0.877
36
3.71
0.82
0.918
38
3.89
0.86
0.951
40
4.03
0.90
0.976
42
4.13
0.94
0.992
44
4.20
0.99
1.000
46
4.23
1.03
0.998
48
4.22
1.07
0.987
50
4.18
1.12
0.968
52
4.09
1.16
0.939
54
3.98
1.20
0.903
56
3.82
1.24
0.860
58
3.64
1.29
0.815
60
3.45
1.33
0.770
62
3.26
1.37
0.729
64
3.08
1.42
0.689
66
2.92
1.46
0.652
68
2.76
1.50
0.616
70
2.61
1.54
0.583
72
2.47
1.59
0.551
74
2.33
1.63
0.521
76
2.21
1.67
0.493
78
2.09
1.72
0.466
80
1.97
1.76
0.441
82
1.87
1.80
0.417
84
1.77
1.84
0.394
86
1.67
1.89
0.373
88
1.58
1.93
0.353
90
1.49
1.97
0.334
92
1.41
2.02
0.316
94
1.34
2.06
0.298
96
1.26
2.10
0.282
98
1.19
2.14
0.267
100
1.13
2.19
0.253
102
1.07
2.23
0.239
104
1.01
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw
printed: 10/5/2018 9:55 AM
S= 6.16 in.

2.27
0.226
106
0.96
2.32
0.214
108
0.90
2.36
0.202
110
0.85
2.40
0.191
112
0.81
2.45
0.181
114
0.76
2.49
0.171
116
0.72
2.53
0.162
118
0.68
2.57
0.153
120
0.65
2.62
0.145
122
0.61
2.66
0.137
124
0.58
2.70
0.129
126
0.55
2.75
0.122
128
0.52
2.79
0.116
130
0.49
2.83
0.109
132
0.46
2.87
0.103
134
0.44
2.92
0.098
136
0.41
2.96
0.093
138
0.39
3.00
0.088
140
0.37
3.05
0.083
142
0.35
3.09
0.078
144
0.33
3.13
0.074
146
0.31
3.17
0.070
148
0.30
3.22
0.066
150
0.28
3.26
0.063
152
0.27
3.30
0.059
154
0.25
3.35
0.056
156
0.24
3.39
0.053
158
0.22
3.43
0.050
160
0.21
3.47
0.047
162
0.20
3.52
0.045
164
0.19
3.56
0.042
166
0.18
3.60
0.040
168
0.17
3.65
0.038
170
0.16
3.69
0.036
172
0.15
3.73
0.034
174
0.14
3.78
0.032
176
0.14
3.82
0.030
178
0.13
3.86
0.029
180
0.12
3.90
0.027
182
0.11
3.95
0.026
184
0.11
3.99
0.024
186
0.10
4.03
0.023
188
0.10
4.08
0.022
190
0.09
4.12
0.021
192
0.09
4.16
0.019
194
0.08
4.20
0.018
196
0.08
4.25
0.017
198
0.07
4.29
0.016
200
0.07
4.33
0.016
202
0.07
4.38
0.015
204
0.06
4.42
0.014
206
0.06
4.46
0.013
208
0.06
4.50
0.012
210
0.05
4.55
0.012
212
0.05
4.59
0.011
214
0.05
4.63
0.011
216
0.04
4.68
0.010
218
0.04
4.72
0.009
220
0.04
4.76
0.009
222
0.04
4.80
0.008
224
0.04
4.85
0.008
226
0.03
4.89
0.008
228
0.03
4.93
0.007
230
0.03
4.98
0.007
232
0.03
5.02
0.006
234
0.03
5.06
0.006
236
0.03
5.10
0.006
238
0.02
5.15
0.005
240
0.02
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

5.19
0.005
242
0.02
5.23
0.005
244
0.02
5.28
0.005
246
0.02
5.32
0.004
248
0.02
5.36
0.004
250
0.02
5.41
0.004
252
0.02
5.45
0.004
254
0.02
5.49
0.003
256
0.01
5.53
0.003
258
0.01
5.58
0.003
260
0.01
5.62
0.003
262
0.01
5.66
0.003
264
0.01
5.71
0.003
266
0.01
5.75
0.002
268
0.01
5.79
0.002
270
0.01
5.83
0.002
272
0.01
5.88
0.002
274
0.01
5.92
0.002
276
0.01
5.96
0.002
278
0.01
6.01
0.002
280
0.01
6.05
0.002
282
0.01
6.09
0.002
284
0.01
6.13
0.001
286
0.01
6.18
0.001
288
0.01
6.22
0.001
290
0.01
6.26
0.001
292
0.01
6.31
0.001
294
0.01
6.35
0.001
296
0.005
6.39
0.001
298
0.005
6.43
0.001
300
0.004
6.48
0.001
302
0.004
6.52
0.001
304
0.004
6.56
0.001
306
0.004
6.61
0.001
308
0.003
6.65
0.001
310
0.003
6.69
0.001
312
0.003
6.74
0.001
314
0.003
6.78
0.001
316
0.003
6.82
0.001
318
0.003
6.86
0.001
320
0.002
6.91
0.001
322
0.002
6.95
0.001
324
0.002
6.99
0.000
326
0.002
7.04
0.000
328
0.002
7.08
0.000
330
0.002
7.12
0.000
332
0.002
7.16
0.000
334
0.002
7.21
0.000
336
0.002
7.25
0.000
338
0.001
7.29
0.000
340
0.001
7.34
0.000
342
0.001
7.38
0.000
344
0.001
7.42
0.000
346
0.001
7.46
0.000
348
0.001
7.51
0.000
350
0.001
7.55
0.000
352
0.001
7.59
0.000
354
0.001
7.64
0.000
356
0.001
7.68
0.000
358
0.001
7.72
0.000
360
0.001
7.76
0.000
362
0.001
7.81
0.000
364
0.001
7.85
0.000
366
0.001
7.89
0.000
368
0.001
7.94
0.000
370
0.001
7.98
0.000
372
0.001
8.02
0.000
374
0.001
8.06
0.000
376
0.001
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

8.11 0.000 378 0.000
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

Peak Inflow, (Q10) =
6.84 cfs
Time to Peak Calculation:
CN=
62
P= 5.26 in.
Q*=
1.59 in.
(depth of runoff)
Vol=
67,122 cf
(vol. of runoff)
Time to Peak, (Tp) =>
117.66 minutes
(SCS TR -55)
t//to
0/00
t
Q
min
cfs
0.00
0.000
0.00
0.00
0.02
0.001
2.00
0.00
0.03
0.003
4.00
0.02
0.05
0.006
6.00
0.04
0.07
0.011
8.00
0.08
0.08
0.018
10.00
0.12
0.10
0.025
12.00
0.17
0.12
0.035
14.00
0.24
0.14
0.045
16.00
0.31
0.15
0.057
18.00
0.39
0.17
0.070
20.00
0.48
0.19
0.084
22.00
0.57
0.20
0.099
24.00
0.68
0.22
0.116
26.00
0.79
0.24
0.133
28.00
0.91
0.25
0.152
30.00
1.04
0.27
0.172
32.00
1.17
0.29
0.192
34.00
1.32
0.31
0.214
36.00
1.46
0.32
0.236
38.00
1.61
0.34
0.259
40.00
1.77
0.36
0.283
42.00
1.93
0.37
0.307
44.00
2.10
0.39
0.332
46.00
2.27
0.41
0.357
48.00
2.44
0.42
0.383
50.00
2.62
0.44
0.409
52.00
2.80
0.46
0.436
54.00
2.98
0.48
0.462
56.00
3.16
0.49
0.489
58.00
3.34
0.51
0.516
60.00
3.53
0.53
0.542
62.00
3.71
0.54
0.569
64.00
3.89
0.56
0.595
66.00
4.07
0.58
0.621
68.00
4.25
0.59
0.647
70.00
4.42
0.61
0.672
72.00
4.60
0.63
0.697
74.00
4.77
0.65
0.721
76.00
4.93
0.66
0.745
78.00
5.10
0.68
0.768
80.00
5.25
0.70
0.790
82.00
5.40
0.71
0.811
84.00
5.55
0.73
0.832
86.00
5.69
0.75
0.851
88.00
5.82
0.76
0.870
90.00
5.95
0.78
0.887
92.00
6.07
0.80
0.903
94.00
6.18
0.82
0.919
96.00
6.28
0.83
0.933
98.00
6.38
0.85
0.945
100.00
6.47
0.87
0.957
102.00
6.55
0.88
0.967
104.00
6.62
0.90
0.976
106.00
6.68
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw
printed: 10/5/2018 9:55 AM
S= 6.16 in.

0.92
0.983
108.00
6.73
0.93
0.990
110.00
6.77
0.95
0.994
112.00
6.80
0.97
0.998
114.00
6.82
0.99
1.000
116.00
6.84
1.00
1.000
118.00
6.84
1.02
0.999
120.00
6.83
1.04
0.997
122.00
6.82
1.05
0.993
124.00
6.79
1.07
0.988
126.00
6.76
1.09
0.981
128.00
6.71
1.10
0.973
130.00
6.66
1.12
0.964
132.00
6.59
1.14
0.953
134.00
6.52
1.16
0.941
136.00
6.44
1.17
0.928
138.00
6.35
1.19
0.914
140.00
6.25
1.21
0.898
142.00
6.14
1.22
0.881
144.00
6.03
1.24
0.864
146.00
5.91
1.26
0.846
148.00
5.79
1.27
0.827
150.00
5.66
1.29
0.809
152.00
5.54
1.31
0.792
154.00
5.42
1.33
0.774
156.00
5.30
1.34
0.757
158.00
5.18
1.36
0.741
160.00
5.07
1.38
0.725
162.00
4.96
1.39
0.709
164.00
4.85
1.41
0.693
166.00
4.74
1.43
0.678
168.00
4.64
1.44
0.663
170.00
4.54
1.46
0.649
172.00
4.44
1.48
0.635
174.00
4.34
1.50
0.621
176.00
4.25
1.51
0.607
178.00
4.15
1.53
0.594
180.00
4.06
1.55
0.581
182.00
3.97
1.56
0.568
184.00
3.89
1.58
0.556
186.00
3.80
1.60
0.544
188.00
3.72
1.61
0.532
190.00
3.64
1.63
0.520
192.00
3.56
1.65
0.509
194.00
3.48
1.67
0.498
196.00
3.40
1.68
0.487
198.00
3.33
1.70
0.476
200.00
3.26
1.72
0.466
202.00
3.19
1.73
0.456
204.00
3.12
1.75
0.446
206.00
3.05
1.77
0.436
208.00
2.98
1.78
0.426
210.00
2.92
1.80
0.417
212.00
2.85
1.82
0.408
214.00
2.79
1.84
0.399
216.00
2.73
1.85
0.390
218.00
2.67
1.87
0.382
220.00
2.61
1.89
0.373
222.00
2.55
1.90
0.365
224.00
2.50
1.92
0.357
226.00
2.44
1.94
0.350
228.00
2.39
1.95
0.342
230.00
2.34
1.97
0.334
232.00
2.29
1.99
0.327
234.00
2.24
2.01
0.320
236.00
2.19
2.02
0.313
238.00
2.14
2.04
0.306
240.00
2.09
2.06
0.299
242.00
2.05
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

2.07
0.293
244.00
2.00
2.09
0.286
246.00
1.96
2.11
0.280
248.00
1.92
2.12
0.274
250.00
1.87
2.14
0.268
252.00
1.83
2.16
0.262
254.00
1.79
2.18
0.257
256.00
1.75
2.19
0.251
258.00
1.72
2.21
0.245
260.00
1.68
2.23
0.240
262.00
1.64
2.24
0.235
264.00
1.61
2.26
0.230
266.00
1.57
2.28
0.225
268.00
1.54
2.29
0.220
270.00
1.50
2.31
0.215
272.00
1.47
2.33
0.210
274.00
1.44
2.35
0.206
276.00
1.41
2.36
0.201
278.00
1.38
2.38
0.197
280.00
1.35
2.40
0.192
282.00
1.32
2.41
0.188
284.00
1.29
2.43
0.184
286.00
1.26
2.45
0.180
288.00
1.23
2.46
0.176
290.00
1.21
2.48
0.172
292.00
1.18
2.50
0.169
294.00
1.15
2.52
0.165
296.00
1.13
2.53
0.161
298.00
1.10
2.55
0.158
300.00
1.08
2.57
0.154
302.00
1.06
2.58
0.151
304.00
1.03
2.60
0.148
306.00
1.01
2.62
0.144
308.00
0.99
2.63
0.141
310.00
0.97
2.65
0.138
312.00
0.95
2.67
0.135
314.00
0.92
2.69
0.132
316.00
0.90
2.70
0.129
318.00
0.88
2.72
0.126
320.00
0.87
2.74
0.124
322.00
0.85
2.75
0.121
324.00
0.83
2.77
0.118
326.00
0.81
2.79
0.116
328.00
0.79
2.80
0.113
330.00
0.77
2.82
0.111
332.00
0.76
2.84
0.108
334.00
0.74
2.86
0.106
336.00
0.72
2.87
0.104
338.00
0.71
2.89
0.101
340.00
0.69
2.91
0.099
342.00
0.68
2.92
0.097
344.00
0.66
2.94
0.095
346.00
0.65
2.96
0.093
348.00
0.63
2.97
0.091
350.00
0.62
2.99
0.089
352.00
0.61
3.01
0.087
354.00
0.59
3.03
0.085
356.00
0.58
3.04
0.083
358.00
0.57
3.06
0.081
360.00
0.56
3.08
0.080
362.00
0.54
3.09
0.078
364.00
0.53
3.11
0.076
366.00
0.52
3.13
0.074
368.00
0.51
3.14
0.073
370.00
0.50
3.16
0.071
372.00
0.49
3.18
0.070
374.00
0.48
3.20
0.068
376.00
0.47
3.21
0.067
378.00
0.46
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

3.23
0.065
380.00
0.45
3.25
0.064
382.00
0.44
3.26
0.062
384.00
0.43
3.28
0.061
386.00
0.42
3.30
0.060
388.00
0.41
3.31
0.058
390.00
0.40
3.33
0.057
392.00
0.39
3.35
0.056
394.00
0.38
3.37
0.055
396.00
0.37
3.38
0.053
398.00
0.37
3.40
0.052
400.00
0.36
3.42
0.051
402.00
0.35
3.43
0.050
404.00
0.34
3.45
0.049
406.00
0.33
3.47
0.048
408.00
0.33
3.48
0.047
410.00
0.32
3.50
0.046
412.00
0.31
3.52
0.045
414.00
0.31
3.54
0.044
416.00
0.30
3.55
0.043
418.00
0.29
3.57
0.042
420.00
0.29
3.59
0.041
422.00
0.28
3.60
0.040
424.00
0.27
3.62
0.039
426.00
0.27
3.64
0.038
428.00
0.26
3.65
0.038
430.00
0.26
3.67
0.037
432.00
0.25
3.69
0.036
434.00
0.25
3.71
0.035
436.00
0.24
3.72
0.034
438.00
0.23
3.74
0.034
440.00
0.23
3.76
0.033
442.00
0.22
3.77
0.032
444.00
0.22
3.79
0.031
446.00
0.22
3.81
0.031
448.00
0.21
3.82
0.030
450.00
0.21
3.84
0.029
452.00
0.20
3.86
0.029
454.00
0.20
3.88
0.028
456.00
0.19
3.89
0.028
458.00
0.19
3.91
0.027
460.00
0.18
3.93
0.026
462.00
0.18
3.94
0.026
464.00
0.18
3.96
0.025
466.00
0.17
3.98
0.025
468.00
0.17
3.99
0.024
470.00
0.16
4.01
0.024
472.00
0.16
4.03
0.023
474.00
0.16
4.05
0.023
476.00
0.15
4.06
0.022
478.00
0.15
4.08
0.022
480.00
0.15
4.10
0.021
482.00
0.14
4.11
0.021
484.00
0.14
4.13
0.020
486.00
0.14
4.15
0.020
488.00
0.14
4.16
0.019
490.00
0.13
4.18
0.019
492.00
0.13
4.20
0.018
494.00
0.13
4.22
0.018
496.00
0.12
4.23
0.018
498.00
0.12
4.25
0.017
500.00
0.12
4.27
0.017
502.00
0.12
4.28
0.017
504.00
0.11
4.30
0.016
506.00
0.11
4.32
0.016
508.00
0.11
4.33
0.015
510.00
0.11
4.35
0.015
512.00
0.10
4.37
0.015
514.00
0.10
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

4.39
0.015
516.00
0.10
4.40
0.014
518.00
0.10
4.42
0.014
520.00
0.09
4.44
0.014
522.00
0.09
4.45
0.013
524.00
0.09
4.47
0.013
526.00
0.09
4.49
0.013
528.00
0.09
4.50
0.012
530.00
0.09
4.52
0.012
532.00
0.08
4.54
0.012
534.00
0.08
4.56
0.012
536.00
0.08
4.57
0.011
538.00
0.08
4.59
0.011
540.00
0.08
4.61
0.011
542.00
0.07
4.62
0.011
544.00
0.07
4.64
0.010
546.00
0.07
4.66
0.010
548.00
0.07
4.67
0.010
550.00
0.07
4.69
0.010
552.00
0.07
4.71
0.010
554.00
0.07
4.73
0.009
556.00
0.06
4.74
0.009
558.00
0.06
4.76
0.009
560.00
0.06
4.78
0.009
562.00
0.06
4.79
0.009
564.00
0.06
4.81
0.008
566.00
0.06
4.83
0.008
568.00
0.06
4.84
0.008
570.00
0.05
4.86
0.008
572.00
0.05
4.88
0.008
574.00
0.05
4.90
0.007
576.00
0.05
4.91
0.007
578.00
0.05
4.93
0.007
580.00
0.05
4.95
0.007
582.00
0.05
4.96
0.007
584.00
0.05
4.98
0.007
586.00
0.05
5.00
0.007
588.00
0.04
5.01
0.006
590.00
0.04
5.03
0.006
592.00
0.04
5.05
0.006
594.00
0.04
5.07
0.006
596.00
0.04
5.08
0.006
598.00
0.04
5.10
0.006
600.00
0.04
5.12
0.006
602.00
0.04
5.13
0.005
604.00
0.04
5.15
0.005
606.00
0.04
5.17
0.005
608.00
0.04
5.18
0.005
610.00
0.04
5.20
0.005
612.00
0.03
5.22
0.005
614.00
0.03
5.24
0.005
616.00
0.03
5.25
0.005
618.00
0.03
5.27
0.005
620.00
0.03
5.29
0.004
622.00
0.03
5.30
0.004
624.00
0.03
5.32
0.004
626.00
0.03
5.34
0.004
628.00
0.03
5.35
0.004
630.00
0.03
5.37
0.004
632.00
0.03
5.39
0.004
634.00
0.03
5.41
0.004
636.00
0.03
5.42
0.004
638.00
0.03
5.44
0.004
640.00
0.03
5.46
0.004
642.00
0.02
5.47
0.004
644.00
0.02
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

5.49
0.003
646.00
0.02
5.51
0.003
648.00
0.02
5.52
0.003
650.00
0.02
5.54
0.003
652.00
0.02
5.56
0.003
654.00
0.02
5.58
0.003
656.00
0.02
5.59
0.003
658.00
0.02
5.61
0.003
660.00
0.02
5.63
0.003
662.00
0.02
5.64
0.003
664.00
0.02
5.66
0.003
666.00
0.02
5.68
0.003
668.00
0.02
5.69
0.003
670.00
0.02
5.71
0.003
672.00
0.02
5.73
0.003
674.00
0.02
5.75
0.002
676.00
0.02
5.76
0.002
678.00
0.02
5.78
0.002
680.00
0.02
5.80
0.002
682.00
0.02
5.81
0.002
684.00
0.02
5.83
0.002
686.00
0.02
5.85
0.002
688.00
0.01
5.86
0.002
690.00
0.01
5.88
0.002
692.00
0.01
5.90
0.002
694.00
0.01
5.92
0.002
696.00
0.01
5.93
0.002
698.00
0.01
5.95
0.002
700.00
0.01
5.97
0.002
702.00
0.01
5.98
0.002
704.00
0.01
6.00
0.002
706.00
0.01
6.02
0.002
708.00
0.01
6.03
0.002
710.00
0.01
6.05
0.002
712.00
0.01
6.07
0.002
714.00
0.01
6.09
0.002
716.00
0.01
6.10
0.002
718.00
0.01
6.12
0.002
720.00
0.01
6.14
0.001
722.00
0.01
6.15
0.001
724.00
0.01
6.17
0.001
726.00
0.01
6.19
0.001
728.00
0.01
6.20
0.001
730.00
0.01
6.22
0.001
732.00
0.01
6.24
0.001
734.00
0.01
6.26
0.001
736.00
0.01
6.27
0.001
738.00
0.01
6.29
0.001
740.00
0.01
6.31
0.001
742.00
0.01
6.32
0.001
744.00
0.01
6.34
0.001
746.00
0.01
6.36
0.001
748.00
0.01
6.37
0.001
750.00
0.01
6.39
0.001
752.00
0.01
6.41
0.001
754.00
0.01
6.43
0.001
756.00
0.01
6.44
0.001
758.00
0.01
6.46
0.001
760.00
0.01
6.48
0.001
762.00
0.01
6.49
0.001
764.00
0.01
6.51
0.001
766.00
0.01
6.53
0.001
768.00
0.01
6.54
0.001
770.00
0.01
6.56
0.001
772.00
0.01
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

6.58
0.001
774.00
0.01
6.60
0.001
776.00
0.01
6.61
0.001
778.00
0.01
6.63
0.001
780.00
0.01
6.65
0.001
782.00
0.01
6.66
0.001
784.00
0.01
6.68
0.001
786.00
0.01
6.70
0.001
788.00
0.005
6.71
0.001
790.00
0.005
6.73
0.001
792.00
0.005
6.75
0.001
794.00
0.005
6.77
0.001
796.00
0.004
6.78
0.001
798.00
0.004
6.80
0.001
800.00
0.004
6.82
0.001
802.00
0.004
6.83
0.001
804.00
0.004
6.85
0.001
806.00
0.004
6.87
0.001
808.00
0.004
6.88
0.001
810.00
0.004
6.90
0.001
812.00
0.004
6.92
0.001
814.00
0.004
6.94
0.001
816.00
0.004
6.95
0.001
818.00
0.004
6.97
0.001
820.00
0.003
6.99
0.000
822.00
0.003
7.00
0.000
824.00
0.003
7.02
0.000
826.00
0.003
7.04
0.000
828.00
0.003
7.05
0.000
830.00
0.003
7.07
0.000
832.00
0.003
7.09
0.000
834.00
0.003
7.11
0.000
836.00
0.003
7.12
0.000
838.00
0.003
7.14
0.000
840.00
0.003
7.16
0.000
842.00
0.003
7.17
0.000
844.00
0.003
7.19
0.000
846.00
0.003
7.21
0.000
848.00
0.003
7.22
0.000
850.00
0.002
7.24
0.000
852.00
0.002
7.26
0.000
854.00
0.002
7.28
0.000
856.00
0.002
7.29
0.000
858.00
0.002
7.31
0.000
860.00
0.002
7.33
0.000
862.00
0.002
7.34
0.000
864.00
0.002
7.36
0.000
866.00
0.002
7.38
0.000
868.00
0.002
7.39
0.000
870.00
0.002
7.41
0.000
872.00
0.002
7.43
0.000
874.00
0.002
7.45
0.000
876.00
0.002
7.46
0.000
878.00
0.002
7.48
0.000
880.00
0.002
7.50
0.000
882.00
0.002
7.51
0.000
884.00
0.002
7.53
0.000
886.00
0.002
7.55
0.000
888.00
0.002
7.56
0.000
890.00
0.002
7.58
0.000
892.00
0.002
7.60
0.000
894.00
0.002
7.62
0.000
896.00
0.001
7.63
0.000
898.00
0.001
7.65
0.000
900.00
0.001
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

7.67
0.000
902.00
0.001
7.68
0.000
904.00
0.001
7.70
0.000
906.00
0.001
7.72
0.000
908.00
0.001
7.73
0.000
910.00
0.001
7.75
0.000
912.00
0.001
7.77
0.000
914.00
0.001
7.79
0.000
916.00
0.001
7.80
0.000
918.00
0.001
7.82
0.000
920.00
0.001
7.84
0.000
922.00
0.001
7.85
0.000
924.00
0.001
7.87
0.000
926.00
0.001
7.89
0.000
928.00
0.001
7.90
0.000
930.00
0.001
7.92
0.000
932.00
0.001
7.94
0.000
934.00
0.001
7.96
0.000
936.00
0.001
7.97
0.000
938.00
0.001
7.99
0.000
940.00
0.001
8.01
0.000
942.00
0.001
8.02
0.000
944.00
0.001
8.04
0.000
946.00
0.001
8.06
0.000
948.00
0.001
8.07
0.000
950.00
0.001
8.09
0.000
952.00
0.001
8.11
0.000
954.00
0.001
8.12
0.000
956.00
0.001
8.14
0.000
958.00
0.001
8.16
0.000
960.00
0.001
8.18
0.000
962.00
0.001
8.19
0.000
964.00
0.001
8.21
0.000
966.00
0.001
8.23
0.000
968.00
0.001
8.24
0.000
970.00
0.001
8.26
0.000
972.00
0.001
8.28
0.000
974.00
0.001
8.29
0.000
976.00
0.001
8.31
0.000
978.00
0.001
8.33
0.000
980.00
0.001
8.35
0.000
982.00
0.001
8.36
0.000
984.00
0.001
8.38
0.000
986.00
0.001
8.40
0.000
988.00
0.001
8.41
0.000
990.00
0.001
8.43
0.000
992.00
0.001
8.45
0.000
994.00
0.001
8.46
0.000
996.00
0.000
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

Peak Inflow, (Q100) =
13.0 cfs
Time to Peak Calculation:
CN=
62
P= 7.84 in.
Q*=
3.42 in.
(depth of runoff)
Vol=
144,127 cf
(vol. of runoff)
Time to Peak, (Tp) =>
132.86 minutes
(SCS TR -55)
t//to
0/00
t
Q
min
cfs
0.00
0.000
0.00
0.00
0.01
0.001
2.00
0.01
0.03
0.004
4.00
0.03
0.04
0.009
6.00
0.07
0.05
0.015
8.00
0.12
0.07
0.024
10.00
0.18
0.08
0.034
12.00
0.26
0.09
0.046
14.00
0.35
0.11
0.060
16.00
0.46
0.12
0.076
18.00
0.58
0.13
0.093
20.00
0.71
0.15
0.112
22.00
0.86
0.16
0.133
24.00
1.02
0.18
0.155
26.00
1.19
0.19
0.179
28.00
1.37
0.20
0.204
30.00
1.57
0.22
0.231
32.00
1.77
0.23
0.259
34.00
1.99
0.24
0.289
36.00
2.22
0.26
0.320
38.00
2.45
0.27
0.351
40.00
2.70
0.28
0.384
42.00
2.95
0.30
0.419
44.00
3.21
0.31
0.454
46.00
3.48
0.32
0.489
48.00
3.76
0.34
0.526
50.00
4.04
0.35
0.564
52.00
4.33
0.36
0.602
54.00
4.62
0.38
0.640
56.00
4.92
0.39
0.679
58.00
5.22
0.40
0.719
60.00
5.52
0.42
0.758
62.00
5.82
0.43
0.798
64.00
6.13
0.45
0.838
66.00
6.44
0.46
0.878
68.00
6.74
0.47
0.918
70.00
7.05
0.49
0.958
72.00
7.36
0.50
0.998
74.00
7.66
0.51
1.037
76.00
7.96
0.53
1.076
78.00
8.26
0.54
1.114
80.00
8.55
0.55
1.152
82.00
8.84
0.57
1.189
84.00
9.13
0.58
1.225
86.00
9.41
0.59
1.260
88.00
9.68
0.61
1.295
90.00
9.94
0.62
1.328
92.00
10.20
0.63
1.361
94.00
10.45
0.65
1.392
96.00
10.69
0.66
1.422
98.00
10.92
0.67
1.451
100.00
11.14
0.69
1.478
102.00
11.35
0.70
1.504
104.00
11.55
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw
printed: 10/5/2018 9:55 AM
S= 6.16 in.

0.72
1.529
106.00
11.74
0.73
1.552
108.00
11.92
0.74
1.573
110.00
12.08
0.76
1.593
112.00
12.23
0.77
1.611
114.00
12.37
0.78
1.627
116.00
12.50
0.80
1.642
118.00
12.61
0.81
1.655
120.00
12.71
0.82
1.666
122.00
12.79
0.84
1.675
124.00
12.86
0.85
1.683
126.00
12.92
0.86
1.688
128.00
12.96
0.88
1.692
130.00
12.99
0.89
1.694
132.00
13.01
0.90
1.694
134.00
13.00
0.92
1.692
136.00
12.99
0.93
1.688
138.00
12.96
0.94
1.682
140.00
12.91
0.96
1.674
142.00
12.86
0.97
1.665
144.00
12.78
0.98
1.653
146.00
12.70
1.00
1.640
148.00
12.59
1.01
1.625
150.00
12.48
1.03
1.609
152.00
12.35
1.04
1.590
154.00
12.21
1.05
1.570
156.00
12.06
1.07
1.549
158.00
11.89
1.08
1.525
160.00
11.71
1.09
1.501
162.00
11.52
1.11
1.474
164.00
11.32
1.12
1.447
166.00
11.11
1.13
1.421
168.00
10.91
1.15
1.393
170.00
10.70
1.16
1.366
172.00
10.49
1.17
1.340
174.00
10.29
1.19
1.314
176.00
10.09
1.20
1.288
178.00
9.89
1.21
1.263
180.00
9.70
1.23
1.239
182.00
9.51
1.24
1.215
184.00
9.33
1.25
1.191
186.00
9.15
1.27
1.168
188.00
8.97
1.28
1.145
190.00
8.80
1.30
1.123
192.00
8.63
1.31
1.102
194.00
8.46
1.32
1.080
196.00
8.29
1.34
1.059
198.00
8.13
1.35
1.039
200.00
7.98
1.36
1.019
202.00
7.82
1.38
0.999
204.00
7.67
1.39
0.979
206.00
7.52
1.40
0.960
208.00
7.38
1.42
0.942
210.00
7.23
1.43
0.924
212.00
7.09
1.44
0.906
214.00
6.95
1.46
0.888
216.00
6.82
1.47
0.871
218.00
6.69
1.48
0.854
220.00
6.56
1.50
0.838
222.00
6.43
1.51
0.821
224.00
6.31
1.52
0.805
226.00
6.18
1.54
0.790
228.00
6.06
1.55
0.774
230.00
5.95
1.56
0.759
232.00
5.83
1.58
0.745
234.00
5.72
1.59
0.730
236.00
5.61
1.61
0.716
238.00
5.50
1.62
0.702
240.00
5.39
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

1.63
0.689
242.00
5.29
1.65
0.675
244.00
5.19
1.66
0.662
246.00
5.09
1.67
0.649
248.00
4.99
1.69
0.637
250.00
4.89
1.70
0.624
252.00
4.80
1.71
0.612
254.00
4.70
1.73
0.601
256.00
4.61
1.74
0.589
258.00
4.52
1.75
0.577
260.00
4.43
1.77
0.566
262.00
4.35
1.78
0.555
264.00
4.26
1.79
0.545
266.00
4.18
1.81
0.534
268.00
4.10
1.82
0.524
270.00
4.02
1.83
0.513
272.00
3.94
1.85
0.504
274.00
3.87
1.86
0.494
276.00
3.79
1.88
0.484
278.00
3.72
1.89
0.475
280.00
3.65
1.90
0.466
282.00
3.58
1.92
0.457
284.00
3.51
1.93
0.448
286.00
3.44
1.94
0.439
288.00
3.37
1.96
0.431
290.00
3.31
1.97
0.422
292.00
3.24
1.98
0.414
294.00
3.18
2.00
0.406
296.00
3.12
2.01
0.398
298.00
3.06
2.02
0.390
300.00
3.00
2.04
0.383
302.00
2.94
2.05
0.375
304.00
2.88
2.06
0.368
306.00
2.83
2.08
0.361
308.00
2.77
2.09
0.354
310.00
2.72
2.10
0.347
312.00
2.67
2.12
0.340
314.00
2.61
2.13
0.334
316.00
2.56
2.15
0.327
318.00
2.51
2.16
0.321
320.00
2.47
2.17
0.315
322.00
2.42
2.19
0.309
324.00
2.37
2.20
0.303
326.00
2.32
2.21
0.297
328.00
2.28
2.23
0.291
330.00
2.24
2.24
0.285
332.00
2.19
2.25
0.280
334.00
2.15
2.27
0.275
336.00
2.11
2.28
0.269
338.00
2.07
2.29
0.264
340.00
2.03
2.31
0.259
342.00
1.99
2.32
0.254
344.00
1.95
2.33
0.249
346.00
1.91
2.35
0.244
348.00
1.87
2.36
0.239
350.00
1.84
2.37
0.235
352.00
1.80
2.39
0.230
354.00
1.77
2.40
0.226
356.00
1.73
2.41
0.221
358.00
1.70
2.43
0.217
360.00
1.67
2.44
0.213
362.00
1.63
2.46
0.209
364.00
1.60
2.47
0.205
366.00
1.57
2.48
0.201
368.00
1.54
2.50
0.197
370.00
1.51
2.51
0.193
372.00
1.48
2.52
0.189
374.00
1.45
2.54
0.186
376.00
1.43
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

2.55
0.182
378.00
1.40
2.56
0.178
380.00
1.37
2.58
0.175
382.00
1.34
2.59
0.172
384.00
1.32
2.60
0.168
386.00
1.29
2.62
0.165
388.00
1.27
2.63
0.162
390.00
1.24
2.64
0.159
392.00
1.22
2.66
0.156
394.00
1.20
2.67
0.153
396.00
1.17
2.68
0.150
398.00
1.15
2.70
0.147
400.00
1.13
2.71
0.144
402.00
1.11
2.73
0.141
404.00
1.08
2.74
0.138
406.00
1.06
2.75
0.136
408.00
1.04
2.77
0.133
410.00
1.02
2.78
0.130
412.00
1.00
2.79
0.128
414.00
0.98
2.81
0.125
416.00
0.96
2.82
0.123
418.00
0.94
2.83
0.121
420.00
0.93
2.85
0.118
422.00
0.91
2.86
0.116
424.00
0.89
2.87
0.114
426.00
0.87
2.89
0.112
428.00
0.86
2.90
0.109
430.00
0.84
2.91
0.107
432.00
0.82
2.93
0.105
434.00
0.81
2.94
0.103
436.00
0.79
2.95
0.101
438.00
0.78
2.97
0.099
440.00
0.76
2.98
0.097
442.00
0.75
2.99
0.095
444.00
0.73
3.01
0.094
446.00
0.72
3.02
0.092
448.00
0.70
3.04
0.090
450.00
0.69
3.05
0.088
452.00
0.68
3.06
0.087
454.00
0.66
3.08
0.085
456.00
0.65
3.09
0.083
458.00
0.64
3.10
0.082
460.00
0.63
3.12
0.080
462.00
0.61
3.13
0.078
464.00
0.60
3.14
0.077
466.00
0.59
3.16
0.075
468.00
0.58
3.17
0.074
470.00
0.57
3.18
0.073
472.00
0.56
3.20
0.071
474.00
0.55
3.21
0.070
476.00
0.54
3.22
0.068
478.00
0.53
3.24
0.067
480.00
0.52
3.25
0.066
482.00
0.51
3.26
0.065
484.00
0.50
3.28
0.063
486.00
0.49
3.29
0.062
488.00
0.48
3.31
0.061
490.00
0.47
3.32
0.060
492.00
0.46
3.33
0.058
494.00
0.45
3.35
0.057
496.00
0.44
3.36
0.056
498.00
0.43
3.37
0.055
500.00
0.42
3.39
0.054
502.00
0.42
3.40
0.053
504.00
0.41
3.41
0.052
506.00
0.40
3.43
0.051
508.00
0.39
3.44
0.050
510.00
0.38
3.45
0.049
512.00
0.38
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

3.47
0.048
514.00
0.37
3.48
0.047
516.00
0.36
3.49
0.046
518.00
0.36
3.51
0.045
520.00
0.35
3.52
0.044
522.00
0.34
3.53
0.044
524.00
0.33
3.55
0.043
526.00
0.33
3.56
0.042
528.00
0.32
3.58
0.041
530.00
0.32
3.59
0.040
532.00
0.31
3.60
0.040
534.00
0.30
3.62
0.039
536.00
0.30
3.63
0.038
538.00
0.29
3.64
0.037
540.00
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3.66
0.037
542.00
0.28
3.67
0.036
544.00
0.28
3.68
0.035
546.00
0.27
3.70
0.034
548.00
0.26
3.71
0.034
550.00
0.26
3.72
0.033
552.00
0.25
3.74
0.033
554.00
0.25
3.75
0.032
556.00
0.24
3.76
0.031
558.00
0.24
3.78
0.031
560.00
0.24
3.79
0.030
562.00
0.23
3.80
0.029
564.00
0.23
3.82
0.029
566.00
0.22
3.83
0.028
568.00
0.22
3.84
0.028
570.00
0.21
3.86
0.027
572.00
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3.87
0.027
574.00
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3.89
0.026
576.00
0.20
3.90
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578.00
0.20
3.91
0.025
580.00
0.19
3.93
0.025
582.00
0.19
3.94
0.024
584.00
0.19
3.95
0.024
586.00
0.18
3.97
0.023
588.00
0.18
3.98
0.023
590.00
0.18
3.99
0.022
592.00
0.17
4.01
0.022
594.00
0.17
4.02
0.022
596.00
0.17
4.03
0.021
598.00
0.16
4.05
0.021
600.00
0.16
4.06
0.020
602.00
0.16
4.07
0.020
604.00
0.15
4.09
0.020
606.00
0.15
4.10
0.019
608.00
0.15
4.11
0.019
610.00
0.14
4.13
0.018
612.00
0.14
4.14
0.018
614.00
0.14
4.16
0.018
616.00
0.14
4.17
0.017
618.00
0.13
4.18
0.017
620.00
0.13
4.20
0.017
622.00
0.13
4.21
0.016
624.00
0.13
4.22
0.016
626.00
0.12
4.24
0.016
628.00
0.12
4.25
0.015
630.00
0.12
4.26
0.015
632.00
0.12
4.28
0.015
634.00
0.11
4.29
0.015
636.00
0.11
4.30
0.014
638.00
0.11
4.32
0.014
640.00
0.11
4.33
0.014
642.00
0.11
4.34
0.013
644.00
0.10
4.36
0.013
646.00
0.10
4.37
0.013
648.00
0.10
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

4.38
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650.00
0.10
4.40
0.012
652.00
0.10
4.41
0.012
654.00
0.09
4.43
0.012
656.00
0.09
4.44
0.012
658.00
0.09
4.45
0.012
660.00
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4.47
0.011
662.00
0.09
4.48
0.011
664.00
0.09
4.49
0.011
666.00
0.08
4.51
0.011
668.00
0.08
4.52
0.010
670.00
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4.53
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4.55
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674.00
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4.56
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676.00
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4.57
0.010
678.00
0.07
4.59
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680.00
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4.60
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4.61
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684.00
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4.63
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686.00
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4.65
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690.00
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4.67
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692.00
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4.68
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694.00
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4.69
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696.00
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4.71
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698.00
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4.72
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700.00
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4.74
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702.00
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4.75
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704.00
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4.76
0.007
706.00
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4.78
0.007
708.00
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710.00
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4.80
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712.00
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4.82
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714.00
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4.83
0.007
716.00
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4.84
0.007
718.00
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4.86
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720.00
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4.87
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722.00
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4.88
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724.00
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4.90
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726.00
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4.91
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728.00
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4.92
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730.00
0.04
4.94
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732.00
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4.95
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734.00
0.04
4.96
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736.00
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4.98
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738.00
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4.99
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740.00
0.04
5.01
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742.00
0.04
5.02
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744.00
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5.03
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746.00
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5.05
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748.00
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750.00
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5.07
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752.00
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5.09
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754.00
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5.10
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756.00
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5.11
0.004
758.00
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5.13
0.004
760.00
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5.14
0.004
762.00
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5.15
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764.00
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5.17
0.004
766.00
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5.18
0.004
768.00
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5.19
0.004
770.00
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5.21
0.004
772.00
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5.22
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774.00
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5.23
0.004
776.00
0.03
5.25
0.004
778.00
0.03
5.26
0.004
780.00
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5.27
0.003
782.00
0.03
5.29
0.003
784.00
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s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

5.30
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5.33
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5.90
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880.00
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5.95
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882.00
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5.96
0.001
884.00
0.01
5.98
0.001
886.00
0.01
5.99
0.001
888.00
0.01
6.00
0.001
890.00
0.01
6.02
0.001
892.00
0.01
6.03
0.001
894.00
0.01
6.04
0.001
896.00
0.01
6.06
0.001
898.00
0.01
6.07
0.001
900.00
0.01
6.08
0.001
902.00
0.01
6.10
0.001
904.00
0.01
6.11
0.001
906.00
0.01
6.12
0.001
908.00
0.01
6.14
0.001
910.00
0.01
6.15
0.001
912.00
0.01
6.17
0.001
914.00
0.01
6.18
0.001
916.00
0.01
6.19
0.001
918.00
0.01
6.21
0.001
920.00
0.01
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

6.22
0.001
922.00
0.01
6.23
0.001
924.00
0.01
6.25
0.001
926.00
0.01
6.26
0.001
928.00
0.01
6.27
0.001
930.00
0.01
6.29
0.001
932.00
0.01
6.30
0.001
934.00
0.01
6.31
0.001
936.00
0.01
6.33
0.001
938.00
0.01
6.34
0.001
940.00
0.01
6.35
0.001
942.00
0.01
6.37
0.001
944.00
0.01
6.38
0.001
946.00
0.01
6.39
0.001
948.00
0.01
6.41
0.001
950.00
0.01
6.42
0.001
952.00
0.01
6.44
0.001
954.00
0.005
6.45
0.001
956.00
0.005
6.46
0.001
958.00
0.005
6.48
0.001
960.00
0.005
6.49
0.001
962.00
0.005
6.50
0.001
964.00
0.005
6.52
0.001
966.00
0.004
6.53
0.001
968.00
0.004
6.54
0.001
970.00
0.004
6.56
0.001
972.00
0.004
6.57
0.001
974.00
0.004
6.58
0.001
976.00
0.004
6.60
0.001
978.00
0.004
6.61
0.001
980.00
0.004
6.62
0.000
982.00
0.004
6.64
0.000
984.00
0.004
6.65
0.000
986.00
0.004
6.66
0.000
988.00
0.004
6.68
0.000
990.00
0.004
6.69
0.000
992.00
0.003
6.71
0.000
994.00
0.003
6.72
0.000
996.00
0.003
6.73
0.000
998.00
0.003
6.75
0.000
1000.00
0.003
6.76
0.000
1002.00
0.003
6.77
0.000
1004.00
0.003
6.79
0.000
1006.00
0.003
6.80
0.000
1008.00
0.003
6.81
0.000
1010.00
0.003
6.83
0.000
1012.00
0.003
6.84
0.000
1014.00
0.003
6.85
0.000
1016.00
0.003
6.87
0.000
1018.00
0.003
6.88
0.000
1020.00
0.003
6.89
0.000
1022.00
0.003
6.91
0.000
1024.00
0.003
6.92
0.000
1026.00
0.002
6.93
0.000
1028.00
0.002
6.95
0.000
1030.00
0.002
6.96
0.000
1032.00
0.002
6.97
0.000
1034.00
0.002
6.99
0.000
1036.00
0.002
7.00
0.000
1038.00
0.002
7.02
0.000
1040.00
0.002
7.03
0.000
1042.00
0.002
7.04
0.000
1044.00
0.002
7.06
0.000
1046.00
0.002
7.07
0.000
1048.00
0.002
7.08
0.000
1050.00
0.002
7.10
0.000
1052.00
0.002
7.11
0.000
1054.00
0.002
7.12
0.000
1056.00
0.002
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

7.14
0.000
1058.00
0.002
7.15
0.000
1060.00
0.002
7.16
0.000
1062.00
0.002
7.18
0.000
1064.00
0.002
7.19
0.000
1066.00
0.002
7.20
0.000
1068.00
0.002
7.22
0.000
1070.00
0.002
7.23
0.000
1072.00
0.002
7.24
0.000
1074.00
0.002
7.26
0.000
1076.00
0.002
7.27
0.000
1078.00
0.001
7.29
0.000
1080.00
0.001
7.30
0.000
1082.00
0.001
7.31
0.000
1084.00
0.001
7.33
0.000
1086.00
0.001
7.34
0.000
1088.00
0.001
7.35
0.000
1090.00
0.001
7.37
0.000
1092.00
0.001
7.38
0.000
1094.00
0.001
7.39
0.000
1096.00
0.001
7.41
0.000
1098.00
0.001
7.42
0.000
1100.00
0.001
7.43
0.000
1102.00
0.001
7.45
0.000
1104.00
0.001
7.46
0.000
1106.00
0.001
7.47
0.000
1108.00
0.001
7.49
0.000
1110.00
0.001
7.50
0.000
1112.00
0.001
7.51
0.000
1114.00
0.001
7.53
0.000
1116.00
0.001
7.54
0.000
1118.00
0.001
7.55
0.000
1120.00
0.001
7.57
0.000
1122.00
0.001
7.58
0.000
1124.00
0.001
7.60
0.000
1126.00
0.001
7.61
0.000
1128.00
0.001
7.62
0.000
1130.00
0.001
7.64
0.000
1132.00
0.001
7.65
0.000
1134.00
0.001
7.66
0.000
1136.00
0.001
7.68
0.000
1138.00
0.001
7.69
0.000
1140.00
0.001
7.70
0.000
1142.00
0.001
7.72
0.000
1144.00
0.001
7.73
0.000
1146.00
0.001
7.74
0.000
1148.00
0.001
7.76
0.000
1150.00
0.001
7.77
0.000
1152.00
0.001
7.78
0.000
1154.00
0.001
7.80
0.000
1156.00
0.001
7.81
0.000
1158.00
0.001
7.82
0.000
1160.00
0.001
7.84
0.000
1162.00
0.001
7.85
0.000
1164.00
0.001
7.87
0.000
1166.00
0.001
7.88
0.000
1168.00
0.001
7.89
0.000
1170.00
0.001
7.91
0.000
1172.00
0.001
7.92
0.000
1174.00
0.001
7.93
0.000
1176.00
0.001
7.95
0.000
1178.00
0.001
7.96
0.000
1180.00
0.001
7.97
0.000
1182.00
0.001
7.99
0.000
1184.00
0.001
8.00
0.000
1186.00
0.001
8.01
0.000
1188.00
0.001
8.03
0.000
1190.00
0.000
s:\1311\0002\calcs\2018-10-05 Inflow Hydrograph - Chainsaw printed: 10/5/2018 9:55 AM

1 2 3
9
5�
Legend
Hyd. Origin Description
1 Manual Pre -Developed
2 Manual Post -Developed (Detention)
3 Manual Post -Developed (Bypass)
4 Reservoir Wet Pond Outflow
5 Combine Post -Developed
Hydraflow Hydrographs Model Project: 2018-10-05 Final Pond Design.gpw Friday, Oct 5 2018, 9:44 AM

Table of Contents 2018-10-05 Final Pond Design.gpw
Hydraflow Hydrographs by Intelisolve Friday, Oct 5 2018, 9:40 AM
Hydrograph Return Period Recap........................................................................... 1
1 -Year
SummaryReport....................................................................................................................... 2
HydrographReports................................................................................................................. 3
Hydrograph No. 1, Manual, Pre-Developed........................................................................... 3
Hydrograph No. 2, Manual, Post -Developed (Detention)....................................................... 4
Hydrograph No. 3, Manual, Post -Developed (Bypass)........................................................... 5
Hydrograph No. 4, Reservoir, Wet Pond Outflow................................................................... 6
PondReport....................................................................................................................... 7
Hydrograph No. 5, Combine, Post-Developed....................................................................... 8
10 -Year
SummaryReport....................................................................................................................... 9
HydrographReports............................................................................................................... 10
Hydrograph No. 1, Manual, Pre-Developed......................................................................... 10
Hydrograph No. 2, Manual, Post -Developed (Detention)..................................................... 11
Hydrograph No. 3, Manual, Post -Developed (Bypass)......................................................... 12
Hydrograph No. 4, Reservoir, Wet Pond Outflow................................................................. 13
PondReport..................................................................................................................... 14
Hydrograph No. 5, Combine, Post-Developed..................................................................... 15
100 -Year
SummaryReport..................................................................................................................... 16
HydrographReports............................................................................................................... 17
Hydrograph No. 1, Manual, Pre-Developed......................................................................... 17
Hydrograph No. 2, Manual, Post -Developed (Detention)..................................................... 18
Hydrograph No. 3, Manual, Post -Developed (Bypass)......................................................... 19
Hydrograph No. 4, Reservoir, Wet Pond Outflow................................................................. 20
PondReport..................................................................................................................... 21
Hydrograph No. 5, Combine, Post-Developed..................................................................... 22

Hydrograph Return Period Recap
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
No. type Hyd(s) description
(origin) 1 -Yr 2 -Yr 3 -Yr 5 -Yr 7 10 -Yr 25 -Yr 50 -Yr 100 -Yr
1
Manual
-------
9.760
-----
-------
-------
15.70
-------
-------
29.13
Pre -Developed
2
Manual
-------
37.07
------
-------
-------
55.80
-------
-------
68.49
Post -Developed (Detention)
3
Manual
-------
4.230
-----
-------
-------
6.840
-------
-------
13.01
Post -Developed (Bypass)
4
Reservoir
2
6.529
---
-------
-------
41.01
-------
-------
66.40
Wet Pond Outflow
5
Combine
3,4
9.375
-------
-------
-------
44.17
-------
-------
72.22
Post -Developed
Proj. file: 2018-10-05 Final Pond Design.gpw Friday, Oct 5 2018, 9:40 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Su
Hyd.
Hydrograph
Peak
No.
type
flow
46
(origin)
(cfs)
1
Manual
9.760
2
Manual
37.07
3
Manual
4.230
4
Reservoir
6.529
5
Combine
9.375
M M Z
Time
interval
(min)
2
2
2
2
2
pry Report
Time to Volume Inflow
peak hyd(s)
(min) (cuft)
42
33,744
----
28
86,105
----
46
16,504
----
68
85,389
2
66
101,893
3,4
Maximum Maximum Hydrograph
elevation storage description
(ft) (tuft)
------ ------ Pre -Developed
------ ------ Post -Developed (Detention)
------ ------ Post -Developed (Bypass)
244.32 66,800 Wet Pond Outflow
------ ------ Post -Developed
2018-10-05 Final Pond Design.gpw Return Period: 1 Year Friday, Oct 5 2018, 9:40 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Oct 5 2018, 9:40 AM
Hyd. No. 1
Pre -Developed
Hydrograph type = Manual Peak discharge = 9.760 cfs
Storm frequency = 1 yrs Time interval = 2 min
Q (cfs)
10.00
m
F
2.00
Pre -Developed
Hyd. No. 1 -- 1 Yr
Hydrograph Volume = 33,744 cuft
Q (cfs)
10.00
m
ffiffil
4.00
2.00
0.00 '/ ' --~ 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3
Hyd No. 1 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post -Developed (Detention)
Hydrograph type = Manual
Storm frequency = 1 yrs
Q (cfs)
40.00
20.00
10.00
0.3 0.7
Hyd No. 2
Peak discharge
Time interval
Post -Developed (Detention)
Hyd. No. 2 -- 1 Yr
Friday, Oct 5 2018, 9:40 AM
= 37.07 cfs
= 2 min
Hydrograph Volume = 86,105 cuft
1.0 1.3 1.7 2.0
Q (cfs)
40.00
30.00
20.00
10.00
-----4 0.00
2.3
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Oct 5 2018, 9:40 AM
Hyd. No. 3
Post -Developed (Bypass)
Hydrograph type = Manual Peak discharge = 4.230 cfs
Storm frequency = 1 yrs Time interval = 2 min
Q (cfs)
5.00
4.00
3.00
1.00
0.3 0.7
Hyd No. 3
Post -Developed (Bypass)
Hyd. No. 3 -- 1 Yr
1.0 1.3 1.7
Hydrograph Volume = 16,504 cuft
Q (cfs)
5.00
4.00
3.00
2.00
1.00
' -~ 0.00
2.0 2.3 2.7 3.0 3.3 3.7
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Friday, Oct 5 2018, 9:40 AM
Hyd. No. 4
Wet Pond Outflow
Hydrograph type
= Reservoir
Peak discharge
= 6.529 cfs
Storm frequency
= 1 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2
Max. Elevation
= 244.32 ft
Reservoir name
= CCEP - Lot #1 (Wet Pond)
Max. Storage
= 66,800 cuft
Storage Indication method used.
Wet Pond Outflow
Hydrograph Volume = 85,389 cuft
Q (cfs) Hyd. No. 4 -- 1 Yr Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 6 12 18 24 30 36 42 48 54 60
Time (hrs)
Hyd No. 4 Hyd No. 2

Pond Report
Hydraflow Hydrographs by Intelisolve
Friday, Oct 5 2018, 9:40 AM
Pond No. 1 - CCEP - Lot #1 (Wet Pond)
[A]
[B]
Pond Data
[D]
Rise (in)
= 18.00
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
0.00
Span (in)
= 18.00
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 240.50
13,481
0
0
0.50 241.00
15,081
7,141
7,141
1.50 242.00
16,735
15,908
23,049
2.00 242.50
17,584
8,580
31,628
2.50 243.00
18,447
9,008
40,636
3.50 244.00
20,216
19,332
59,968
4.50 245.00
22,041
21,129
81,096
5.50 246.00
23,923
22,982
104,078
6.00 246.50
24,885
12,202
116,280
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
2.50
6.00
0.00
Span (in)
= 18.00
2.50
20.00
0.00
No. Barrels
= 1
1
1
0
Invert EI. (ft)
= 238.00
240.50
242.50
0.00
Length (ft)
= 45.00
0.50
0.50
0.00
Slope (%)
= 1.00
0.00
0.00
0.00
N -Value
= .013
.013
.013
.000
Orif. Coeff.
= 0.60
0.60
0.60
0.00
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0 00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
40.00
0.00
0.00
Crest EI. (ft)
= 244.25
245.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
0.00
0.00
Weir Type
= Riser
Rect
---
---
Multi-Stage
= Yes
No
No
No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage / Discharge
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0 00
0.00 30.00 60.00 90.00 120.00 150.00 180.00 210.00 240.00 270.00
Total Q Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Oct 5 2018, 9:40 AM
Hyd. No. 5
Post -Developed
Hydrograph type = Combine Peak discharge = 9.375 cfs
Storm frequency = 1 yrs Time interval = 2 min
Inflow hyds. = 3, 4
Hydrograph Volume = 101,893 cuft
Post -Developed
Q (cfs) Hyd. No. 5 -- 1 Yr Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 5 10 15 20 25 30 35 40 45 50 55
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

Hydrograph Su
Hyd.
No.
Hydrograph
type
(origin)
Manual
Peak
flow
(cfs)
15.70
1
2
Manual
55.80
3
Manual
6.840
4
Reservoir
41.01
5
Combine
44.17
M M Z
Time
interval
(min)
2
2
2
2
2
pry Report
Time to Volume Inflow
peak hyd(s)
(min) (cuft)
108
140,975
----
40
190,399
----
116
67,342
----
56
189,665
2
56
257,006
3,4
Maximum
Maximum
Hydrograph
elevation
storage
description
(ft)
(tuft)
------
------
Pre -Developed
------
------
Post -Developed (Detention)
------
------
Post -Developed (Bypass)
245.27
87,412
Wet Pond Outflow
------
------
Post -Developed
2018-10-05 Final Pond Design.gpw Return Period: 10 Year Friday, Oct 5 2018, 9:40 AM
Hydraflow Hydrographs by Intelisolve

10
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Oct 5 2018, 9:40 AM
Hyd. No. 1
Pre -Developed
Hydrograph type = Manual Peak discharge = 15.70 cfs
Storm frequency = 10 yrs Time interval = 2 min
Q (cfs)
18.00
15.00
12.00
WIDE
AIDIDE
3.00
Pre -Developed
Hyd. No. 1 -- 10 Yr
Hydrograph Volume = 140,975 cuft
Q (cfs)
18.00
15.00
12.00
• le
91-1101H
3.00
0.00 ' —� 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7 7.3 8.0 8.7
Hyd No. 1 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Oct 5 2018, 9:40 AM
Hyd. No. 2
Post -Developed (Detention)
Hydrograph type = Manual Peak discharge = 55.80 cfs
Storm frequency = 10 yrs Time interval = 2 min
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Post -Developed (Detention)
Hyd. No. 2 -- 10 Yr
Hydrograph Volume = 190,399 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 '� 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3
Hyd No. 2 Time (hrs)

12
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Oct 5 2018, 9:40 AM
Hyd. No. 3
Post -Developed (Bypass)
Hydrograph type = Manual Peak discharge = 6.840 cfs
Storm frequency = 10 yrs Time interval = 2 min
Q (cfs)
7.00
. 11
5.00
4.00
3.00
2.00
1.00
Post -Developed (Bypass)
Hyd. No. 3 -- 10 Yr
Hydrograph Volume = 67,342 cult
Q (cfs)
7.00
. 11
5.00
4.00
3.00
2.00
1.00
0.00 —1-1 1 1 1 1 1 1 1 1-1 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0
Hyd No. 3 Time (hrs)

13
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Friday, Oct 5 2018, 9:40 AM
Hyd. No. 4
Wet Pond Outflow
Hydrograph type
= Reservoir
Peak discharge
= 41.01 cfs
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2
Max. Elevation
= 245.27 ft
Reservoir name
= CCEP - Lot #1 (Wet Pond)
Max. Storage
= 87,412 cuft
Storage Indication method used.
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Wet Pond Outflow
Hyd. No. 4 -- 10 Yr
Hydrograph Volume = 189,665 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 10.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Time (hrs)
Hyd No. 4 Hyd No. 2

Pond Report
Hydraflow Hydrographs by Intelisolve
Friday, Oct 5 2018, 9:40 AM
Pond No. 1 - CCEP - Lot #1 (Wet Pond)
[A]
[B]
Pond Data
[D]
Rise (in)
= 18.00
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
0.00
Span (in)
= 18.00
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 240.50
13,481
0
0
0.50 241.00
15,081
7,141
7,141
1.50 242.00
16,735
15,908
23,049
2.00 242.50
17,584
8,580
31,628
2.50 243.00
18,447
9,008
40,636
3.50 244.00
20,216
19,332
59,968
4.50 245.00
22,041
21,129
81,096
5.50 246.00
23,923
22,982
104,078
6.00 246.50
24,885
12,202
116,280
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
2.50
6.00
0.00
Span (in)
= 18.00
2.50
20.00
0.00
No. Barrels
= 1
1
1
0
Invert EI. (ft)
= 238.00
240.50
242.50
0.00
Length (ft)
= 45.00
0.50
0.50
0.00
Slope (%)
= 1.00
0.00
0.00
0.00
N -Value
= .013
.013
.013
.000
Orif. Coeff.
= 0.60
0.60
0.60
0.00
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0 00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
40.00
0.00
0.00
Crest EI. (ft)
= 244.25
245.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
0.00
0.00
Weir Type
= Riser
Rect
---
---
Multi-Stage
= Yes
No
No
No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage / Discharge
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0 00
0.00 30.00 60.00 90.00 120.00 150.00 180.00 210.00 240.00 270.00
Total Q Discharge (cfs)
14

15
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Oct 5 2018, 9:40 AM
Hyd. No. 5
Post -Developed
Hydrograph type = Combine Peak discharge = 44.17 cfs
Storm frequency = 10 yrs Time interval = 2 min
Inflow hyds. = 3, 4
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Post -Developed
Hyd. No. 5 -- 10 Yr
Hydrograph Volume = 257,006 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 ' _ " ' ' ' ' ' ' ' 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7 7.3 8.0
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

Hydrograph Su
Hyd.
Hydrograph
Peak
No.
type
flow
(min)
(origin)
(cfs)
1
Manual
29.13
2
Manual
68.49
3
Manual
13.01
4
Reservoir
66.40
5
Combine
72.22
M M Z
Time
interval
(min)
2
2
2
2
2
pry Report
Time to
Volume
Inflow
peak
hyd(s)
(min)
(cuft)
124
305,336
----
54
314,791
----
132
144,611
----
60
314,035
2
62
458,646
3,4
Maximum Maximum Hydrograph
elevation storage description
(ft) (tuft)
------ ------ Pre -Developed
------ ------ Post -Developed (Detention)
------ ------ Post -Developed (Bypass)
245.48 92,125 Wet Pond Outflow
------ ------ Post -Developed
16
2018-10-05 Final Pond Design.gpw Return Period: 100 Year Friday, Oct 5 2018, 9:40 AM
Hydraflow Hydrographs by Intelisolve

17
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Oct 5 2018, 9:40 AM
Hyd. No. 1
Pre -Developed
Hydrograph type = Manual Peak discharge = 29.13 cfs
Storm frequency = 100 yrs Time interval = 2 min
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
Pre -Developed
Hyd. No. 1 -- 100 Yr
Hydrograph Volume = 305,336 cuft
Q (cfs)
30.00
W&iZI7
20.00
15.00
10.00
5.00
0.00 v 1 1 1 1 1 1 1 1
' — 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0
Hyd No. 1 Time (hrs)

18
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Oct 5 2018, 9:40 AM
Hyd. No. 2
Post -Developed (Detention)
Hydrograph type = Manual Peak discharge = 68.49 cfs
Storm frequency = 100 yrs Time interval = 2 min
Q (cfs)
70.00
50.00
40.00
20.00
10.00
Post -Developed (Detention)
Hyd. No. 2 -- 100 Yr
Hydrograph Volume = 314,791 cuft
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 �I I I I I I I I I I I ' --" 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7 4.0 4.3
Hyd No. 2 Time (hrs)

19
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Oct 5 2018, 9:40 AM
Hyd. No. 3
Post -Developed (Bypass)
Hydrograph type = Manual Peak discharge = 13.01 cfs
Storm frequency = 100 yrs Time interval = 2 min
Q (cfs)
14.00
12.00
10.00
4.00
2.00
Post -Developed (Bypass)
Hyd. No. 3 -- 100 Yr
Hydrograph Volume = 144,611 cuft
Q (cfs)
14.00
12.00
10.00
We
4.00
2.00
0.00 'J 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0
Hyd No. 3 Time (hrs)

20
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Friday, Oct 5 2018, 9:40 AM
Hyd. No. 4
Wet Pond Outflow
Hydrograph type
= Reservoir
Peak discharge
= 66.40 cfs
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2
Max. Elevation
= 245.48 ft
Reservoir name
= CCEP - Lot #1 (Wet Pond)
Max. Storage
= 92,125 cuft
Storage Indication method used.
Q (cfs)
70.00
50.00
40.00
20.00
10.00
Wet Pond Outflow
Hyd. No. 4 -- 100 Yr
Hydrograph Volume = 314,035 cult
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 " I ' 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7 7.3
Time (hrs)
Hyd No. 4 Hyd No. 2

Pond Report
Hydraflow Hydrographs by Intelisolve
Friday, Oct 5 2018, 9:40 AM
Pond No. 1 - CCEP - Lot #1 (Wet Pond)
[A]
[B]
Pond Data
[D]
Rise (in)
= 18.00
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
0.00
Span (in)
= 18.00
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 240.50
13,481
0
0
0.50 241.00
15,081
7,141
7,141
1.50 242.00
16,735
15,908
23,049
2.00 242.50
17,584
8,580
31,628
2.50 243.00
18,447
9,008
40,636
3.50 244.00
20,216
19,332
59,968
4.50 245.00
22,041
21,129
81,096
5.50 246.00
23,923
22,982
104,078
6.00 246.50
24,885
12,202
116,280
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
2.50
6.00
0.00
Span (in)
= 18.00
2.50
20.00
0.00
No. Barrels
= 1
1
1
0
Invert EI. (ft)
= 238.00
240.50
242.50
0.00
Length (ft)
= 45.00
0.50
0.50
0.00
Slope (%)
= 1.00
0.00
0.00
0.00
N -Value
= .013
.013
.013
.000
Orif. Coeff.
= 0.60
0.60
0.60
0.00
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0 00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
40.00
0.00
0.00
Crest EI. (ft)
= 244.25
245.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
0.00
0.00
Weir Type
= Riser
Rect
---
---
Multi-Stage
= Yes
No
No
No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage / Discharge
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0 00
0.00 30.00 60.00 90.00 120.00 150.00 180.00 210.00 240.00 270.00
Total Q Discharge (cfs)
21

22
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Oct 5 2018, 9:40 AM
Hyd. No. 5
Post -Developed
Hydrograph type = Combine Peak discharge = 72.22 cfs
Storm frequency = 100 yrs Time interval = 2 min
Inflow hyds. = 3, 4
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Post -Developed
Hyd. No. 5 -- 100 Yr
Hydrograph Volume = 458,646 cuft
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' � ' ' 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7 7.3 8.0 8.7
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

st:�9e
7.00
—800
CCEP - Lot#1 (Wet Pond
Top of pond
EIeY. 246.50
- 18.00 ft Riser
— 5.00-
- 7
=Ann
8.00 8.0 x 20.0 in orifice
CulYC - IhY. 242.50
2.00
2.5 in orifice
1.00 CUIYB - IhY. 240.50
0.00
Cult
' Side dope estimated aYerage from cohtour�:
15.0 LF of 18.0 in
F
(100 Vr)
(10 pr)
ra .._%
Schematic only. Not for construction.
Hydraflow Hydrographs Pond Draw Project: 2018-10-05 Final Pond Design.gpw Friday, Oct 5 2018, 9:43 AM

Contour
Contour
Incr.
Accum.
Stage
18.0 inches
Area of Orifice, (Ao) =
1.77 sf
Elev.
Area
Storage
Storage (S)
(Z)
238.50 feet
Weir Length =
16 feet
(ft)
(sf)
(co
(cf)
(ft)
In (S)
In (Z)
Z est
240.50
13,481
-
-
0.00
241.00
15,081
7,141
7,141
0.50
8.87
-0.69
0.50
242.00
16,735
15,908
23,049
1.50
10.05
0.41
1.49
242.50
17,584
8,580
31,628
2.00
10.36
0.69
2.01
Regression Output:
b= 1.071637668 (X Variable Coefi)
Ks= 14,994 (e)-inw p`)
Stage - Storage Equation is of the form: S = (Ks)(Z)b
Check of Ks and b : S = Ks z
Storage Area Stage
7,134 0.5
23,154 1.5
31,514 2
Barrel
n factor =
0.013
Dia. of Orifice =
18.0 inches
Area of Orifice, (Ao) =
1.77 sf
Pipe Length, (L) =
45.0 feet
Friction Coeff., (Kp) =
0.0182
Inv. of Barrel =
238.50 feet
Riser
Elev. of Riser Crest = 244.25 feet
Circular:
Dia. of Riser=
inches
Weir Length =
feet
Area of Riser =
sq. ft.
Rectaneular:
Length of Riser =
4.0 feet
Width of Riser =
4.0 feet
Weir Length =
16 feet
Area of Riser =
16 sq.ft.
Barrel None
Dia. of Barrel = 2.5 inches
Inv of Control Barrel 240.50
Area
0.034088433
Page 1 of 19

Page 2 of 19
Control
TOTAL
TIME
INFLOW
STORAGE
STAGE
BARREL
OUTFLOW
min
cfs
cif
u
(c1s)
(cfs
0.00
0.00
31,628
2.01
0.23
0.23
3.00
0.00
31628
2.01
0.23
0.23
6.00
0.00
31586
2.00
0.23
0.23
9.00
0.00
31544
2.00
0.23
0.23
12.00
0.00
31503
2.00
0.23
0.23
15.00
0.00
31461
2.00
0.23
0.23
18.00
0.00
31419
1.99
0.23
0.23
21.00
0.00
31377
1.99
0.23
0.23
24.00
0.00
31336
1.99
0.23
0.23
27.00
0.00
31294
1.99
0.23
0.23
30.00
0.00
31252
1.98
0.23
0.23
33.00
0.00
31211
1.98
0.23
0.23
36.00
0.00
31169
1.98
0.23
0.23
39.00
0.00
31127
1.98
0.23
0.23
42.00
0.00
31086
1.97
0.23
0.23
45.00
0.00
31044
1.97
0.23
0.23
48.00
0.00
31003
1.97
0.23
0.23
51.00
0.00
30961
1.97
0.23
0.23
54.00
0.00
30920
1.96
0.23
0.23
57.00
0.00
30879
1.96
0.23
0.23
60.00
0.00
30837
1.96
0.23
0.23
63.00
0.00
30796
1.96
0.23
0.23
66.00
0.00
30755
1.95
0.23
0.23
69.00
0.00
30713
1.95
0.23
0.23
72.00
0.00
30672
1.95
0.23
0.23
75.00
0.00
30631
1.95
0.23
0.23
78.00
0.00
30589
1.95
0.23
0.23
81.00
0.00
30548
1.94
0.23
0.23
84.00
0.00
30507
1.94
0.23
0.23
87.00
0.00
30466
1.94
0.23
0.23
90.00
0.00
30425
1.94
0.23
0.23
93.00
0.00
30384
1.93
0.23
0.23
96.00
0.00
30343
1.93
0.23
0.23
99.00
0.00
30302
1.93
0.23
0.23
102.00
0.00
30261
1.93
0.23
0.23
105.00
0.00
30220
1.92
0.23
0.23
108.00
0.00
30179
1.92
0.23
0.23
111.00
0.00
30138
1.92
0.23
0.23
114.00
0.00
30097
1.92
0.23
0.23
117.00
0.00
30056
1.91
0.23
0.23
120.00
0.00
30015
1.91
0.23
0.23
123.00
0.00
29974
1.91
0.23
0.23
126.00
0.00
29933
1.91
0.23
0.23
129.00
0.00
29892
1.90
0.23
0.23
132.00
0.00
29852
1.90
0.23
0.23
135.00
0.00
29811
1.90
0.23
0.23
138.00
0.00
29770
1.90
0.23
0.23
141.00
0.00
29730
1.89
0.23
0.23
144.00
0.00
29689
1.89
0.23
0.23
147.00
0.00
29648
1.89
0.23
0.23
150.00
0.00
29608
1.89
0.23
0.23
153.00
0.00
29567
1.88
0.23
0.23
156.00
0.00
29527
1.88
0.23
0.23
159.00
0.00
29486
1.88
0.23
0.23
162.00
0.00
29446
1.88
0.22
0.22
165.00
0.00
29405
1.87
0.22
0.22
168.00
0.00
29365
1.87
0.22
0.22
171.00
0.00
29324
1.87
0.22
0.22
174.00
0.00
29284
1.87
0.22
0.22
177.00
0.00
29243
1.87
0.22
0.22
180.00
0.00
29203
1.86
0.22
0.22
183.00
0.00
29163
1.86
0.22
0.22
186.00
0.00
29122
1.86
0.22
0.22
189.00
0.00
29082
1.86
0.22
0.22
192.00
0.00
29042
1.85
0.22
0.22
195.00
0.00
29002
1.85
0.22
0.22
198.00
0.00
28961
1.85
0.22
0.22
201.00
0.00
28921
1.85
0.22
0.22
204.00
0.00
28881
1.84
0.22
0.22
207.00
0.00
28841
1.84
0.22
0.22
210.00
0.00
28801
1.84
0.22
0.22
213.00
0.00
28761
1.84
0.22
0.22
216.00
0.00
28721
1.83
0.22
0.22
219.00
0.00
28681
1.83
0.22
0.22
Page 2 of 19

0.00
28641
1.83
0.22
0.22
0.00
28601
1.83
0.22
0.22
0.00
28561
1.82
0.22
0.22
0.00
28521
1.82
0.22
0.22
0.00
28481
1.82
0.22
0.22
0.00
28441
1.82
0.22
0.22
0.00
28402
1.82
0.22
0.22
0.00
28362
1.81
0.22
0.22
0.00
28322
1.81
0.22
0.22
0.00
28282
1.81
0.22
0.22
0.00
28242
1.81
0.22
0.22
0.00
28203
1.80
0.22
0.22
0.00
28163
1.80
0.22
0.22
0.00
28123
1.80
0.22
0.22
0.00
28084
1.80
0.22
0.22
0.00
28044
1.79
0.22
0.22
0.00
28005
1.79
0.22
0.22
0.00
27965
1.79
0.22
0.22
0.00
27926
1.79
0.22
0.22
0.00
27886
1.78
0.22
0.22
0.00
27847
1.78
0.22
0.22
0.00
27807
1.78
0.22
0.22
0.00
27768
1.78
0.22
0.22
0.00
27728
1.77
0.22
0.22
0.00
27689
1.77
0.22
0.22
0.00
27650
1.77
0.22
0.22
0.00
27610
1.77
0.22
0.22
0.00
27571
1.77
0.22
0.22
0.00
27532
1.76
0.22
0.22
0.00
27493
1.76
0.22
0.22
0.00
27453
1.76
0.22
0.22
0.00
27414
1.76
0.22
0.22
0.00
27375
1.75
0.22
0.22
0.00
27336
1.75
0.22
0.22
0.00
27297
1.75
0.22
0.22
0.00
27258
1.75
0.22
0.22
0.00
27219
1.74
0.22
0.22
0.00
27180
1.74
0.22
0.22
0.00
27141
1.74
0.22
0.22
0.00
27102
1.74
0.22
0.22
0.00
27063
1.74
0.22
0.22
0.00
27024
1.73
0.22
0.22
0.00
26985
1.73
0.22
0.22
0.00
26946
1.73
0.22
0.22
0.00
26907
1.73
0.22
0.22
0.00
26869
1.72
0.22
0.22
0.00
26830
1.72
0.22
0.22
0.00
26791
1.72
0.22
0.22
0.00
26752
1.72
0.22
0.22
0.00
26714
1.71
0.21
0.21
0.00
26675
1.71
0.21
0.21
0.00
26636
1.71
0.21
0.21
0.00
26598
1.71
0.21
0.21
0.00
26559
1.70
0.21
0.21
0.00
26520
1.70
0.21
0.21
0.00
26482
1.70
0.21
0.21
0.00
26443
1.70
0.21
0.21
0.00
26405
1.70
0.21
0.21
0.00
26366
1.69
0.21
0.21
0.00
26328
1.69
0.21
0.21
0.00
26289
1.69
0.21
0.21
0.00
26251
1.69
0.21
0.21
0.00
26213
1.68
0.21
0.21
0.00
26174
1.68
0.21
0.21
0.00
26136
1.68
0.21
0.21
0.00
26098
1.68
0.21
0.21
0.00
26059
1.67
0.21
0.21
0.00
26021
1.67
0.21
0.21
0.00
25983
1.67
0.21
0.21
0.00
25945
1.67
0.21
0.21
0.00
25907
1.67
0.21
0.21
0.00
25869
1.66
0.21
0.21
0.00
25830
1.66
0.21
0.21
0.00
25792
1.66
0.21
0.21
0.00
25754
1.66
0.21
0.21
0.00
25716
1.65
0.21
0.21
0.00
25678
1.65
0.21
0.21
0.00
25640
1.65
0.21
0.21
0.00
25602
1.65
0.21
0.21
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0.00
25564
1.65
0.21
0.21
0.00
25527
1.64
0.21
0.21
0.00
25489
1.64
0.21
0.21
0.00
25451
1.64
0.21
0.21
0.00
25413
1.64
0.21
0.21
0.00
25375
1.63
0.21
0.21
0.00
25337
1.63
0.21
0.21
0.00
25300
1.63
0.21
0.21
0.00
25262
1.63
0.21
0.21
0.00
25224
1.62
0.21
0.21
0.00
25187
1.62
0.21
0.21
0.00
25149
1.62
0.21
0.21
0.00
25111
1.62
0.21
0.21
0.00
25074
1.62
0.21
0.21
0.00
25036
1.61
0.21
0.21
0.00
24999
1.61
0.21
0.21
0.00
24961
1.61
0.21
0.21
0.00
24924
1.61
0.21
0.21
0.00
24886
1.60
0.21
0.21
0.00
24849
1.60
0.21
0.21
0.00
24812
1.60
0.21
0.21
0.00
24774
1.60
0.21
0.21
0.00
24737
1.60
0.21
0.21
0.00
24700
1.59
0.21
0.21
0.00
24662
1.59
0.21
0.21
0.00
24625
1.59
0.21
0.21
0.00
24588
1.59
0.21
0.21
0.00
24550
1.58
0.21
0.21
0.00
24513
1.58
0.21
0.21
0.00
24476
1.58
0.21
0.21
0.00
24439
1.58
0.21
0.21
0.00
24402
1.58
0.21
0.21
0.00
24365
1.57
0.21
0.21
0.00
24328
1.57
0.21
0.21
0.00
24291
1.57
0.21
0.21
0.00
24254
1.57
0.21
0.21
0.00
24217
1.56
0.21
0.21
0.00
24180
1.56
0.21
0.21
0.00
24143
1.56
0.20
0.20
0.00
24106
1.56
0.20
0.20
0.00
24069
1.56
0.20
0.20
0.00
24032
1.55
0.20
0.20
0.00
23995
1.55
0.20
0.20
0.00
23959
1.55
0.20
0.20
0.00
23922
1.55
0.20
0.20
0.00
23885
1.54
0.20
0.20
0.00
23848
1.54
0.20
0.20
0.00
23812
1.54
0.20
0.20
0.00
23775
1.54
0.20
0.20
0.00
23738
1.54
0.20
0.20
0.00
23702
1.53
0.20
0.20
0.00
23665
1.53
0.20
0.20
0.00
23629
1.53
0.20
0.20
0.00
23592
1.53
0.20
0.20
0.00
23556
1.52
0.20
0.20
0.00
23519
1.52
0.20
0.20
0.00
23483
1.52
0.20
0.20
0.00
23446
1.52
0.20
0.20
0.00
23410
1.52
0.20
0.20
0.00
23374
1.51
0.20
0.20
0.00
23337
1.51
0.20
0.20
0.00
23301
1.51
0.20
0.20
0.00
23265
1.51
0.20
0.20
0.00
23228
1.50
0.20
0.20
0.00
23192
1.50
0.20
0.20
0.00
23156
1.50
0.20
0.20
0.00
23120
1.50
0.20
0.20
0.00
23084
1.50
0.20
0.20
0.00
23047
1.49
0.20
0.20
0.00
23011
1.49
0.20
0.20
0.00
22975
1.49
0.20
0.20
0.00
22939
1.49
0.20
0.20
0.00
22903
1.48
0.20
0.20
0.00
22867
1.48
0.20
0.20
0.00
22831
1.48
0.20
0.20
0.00
22795
1.48
0.20
0.20
0.00
22759
1.48
0.20
0.20
0.00
22723
1.47
0.20
0.20
0.00
22688
1.47
0.20
0.20
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0.00
22652
1.47
0.20
0.20
0.00
22616
1.47
0.20
0.20
0.00
22580
1.47
0.20
0.20
0.00
22544
1.46
0.20
0.20
0.00
22509
1.46
0.20
0.20
0.00
22473
1.46
0.20
0.20
0.00
22437
1.46
0.20
0.20
0.00
22402
1.45
0.20
0.20
0.00
22366
1.45
0.20
0.20
0.00
22330
1.45
0.20
0.20
0.00
22295
1.45
0.20
0.20
0.00
22259
1.45
0.20
0.20
0.00
22224
1.44
0.20
0.20
0.00
22188
1.44
0.20
0.20
0.00
22153
1.44
0.20
0.20
0.00
22117
1.44
0.20
0.20
0.00
22082
1.44
0.20
0.20
0.00
22046
1.43
0.20
0.20
0.00
22011
1.43
0.20
0.20
0.00
21976
1.43
0.20
0.20
0.00
21940
1.43
0.20
0.20
0.00
21905
1.42
0.20
0.20
0.00
21870
1.42
0.20
0.20
0.00
21835
1.42
0.20
0.20
0.00
21799
1.42
0.20
0.20
0.00
21764
1.42
0.20
0.20
0.00
21729
1.41
0.20
0.20
0.00
21694
1.41
0.20
0.20
0.00
21659
1.41
0.19
0.19
0.00
21624
1.41
0.19
0.19
0.00
21589
1.41
0.19
0.19
0.00
21554
1.40
0.19
0.19
0.00
21519
1.40
0.19
0.19
0.00
21484
1.40
0.19
0.19
0.00
21449
1.40
0.19
0.19
0.00
21414
1.39
0.19
0.19
0.00
21379
1.39
0.19
0.19
0.00
21344
1.39
0.19
0.19
0.00
21309
1.39
0.19
0.19
0.00
21274
1.39
0.19
0.19
0.00
21240
1.38
0.19
0.19
0.00
21205
1.38
0.19
0.19
0.00
21170
1.38
0.19
0.19
0.00
21136
1.38
0.19
0.19
0.00
21101
1.38
0.19
0.19
0.00
21066
1.37
0.19
0.19
0.00
21032
1.37
0.19
0.19
0.00
20997
1.37
0.19
0.19
0.00
20962
1.37
0.19
0.19
0.00
20928
1.36
0.19
0.19
0.00
20893
1.36
0.19
0.19
0.00
20859
1.36
0.19
0.19
0.00
20824
1.36
0.19
0.19
0.00
20790
1.36
0.19
0.19
0.00
20756
1.35
0.19
0.19
0.00
20721
1.35
0.19
0.19
0.00
20687
1.35
0.19
0.19
0.00
20652
1.35
0.19
0.19
0.00
20618
1.35
0.19
0.19
0.00
20584
1.34
0.19
0.19
0.00
20550
1.34
0.19
0.19
0.00
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1.34
0.19
0.19
0.00
20481
1.34
0.19
0.19
0.00
20447
1.34
0.19
0.19
0.00
20413
1.33
0.19
0.19
0.00
20379
1.33
0.19
0.19
0.00
20345
1.33
0.19
0.19
0.00
20311
1.33
0.19
0.19
0.00
20277
1.33
0.19
0.19
0.00
20243
1.32
0.19
0.19
0.00
20209
1.32
0.19
0.19
0.00
20175
1.32
0.19
0.19
0.00
20141
1.32
0.19
0.19
0.00
20107
1.31
0.19
0.19
0.00
20073
1.31
0.19
0.19
0.00
20039
1.31
0.19
0.19
0.00
20005
1.31
0.19
0.19
0.00
19971
1.31
0.19
0.19
0.00
19938
1.30
0.19
0.19
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0.00
19904
1.30
0.19
0.19
0.00
19870
1.30
0.19
0.19
0.00
19836
1.30
0.19
0.19
0.00
19803
1.30
0.19
0.19
0.00
19769
1.29
0.19
0.19
0.00
19736
1.29
0.19
0.19
0.00
19702
1.29
0.19
0.19
0.00
19668
1.29
0.19
0.19
0.00
19635
1.29
0.19
0.19
0.00
19601
1.28
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0.19
0.00
19568
1.28
0.19
0.19
0.00
19534
1.28
0.19
0.19
0.00
19501
1.28
0.19
0.19
0.00
19468
1.28
0.19
0.19
0.00
19434
1.27
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0.19
0.00
19401
1.27
0.19
0.19
0.00
19368
1.27
0.18
0.18
0.00
19334
1.27
0.18
0.18
0.00
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1.27
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0.18
0.00
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1.26
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0.18
0.00
19235
1.26
0.18
0.18
0.00
19201
1.26
0.18
0.18
0.00
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1.26
0.18
0.18
0.00
19135
1.26
0.18
0.18
0.00
19102
1.25
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0.18
0.00
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1.25
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0.00
19036
1.25
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0.18
0.00
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1.25
0.18
0.18
0.00
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1.25
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1.24
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0.18
0.00
18904
1.24
0.18
0.18
0.00
18871
1.24
0.18
0.18
0.00
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1.24
0.18
0.18
0.00
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1.24
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0.18
0.00
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1.23
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0.18
0.00
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1.23
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0.18
0.00
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1.23
0.18
0.18
0.00
18674
1.23
0.18
0.18
0.00
18641
1.23
0.18
0.18
0.00
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1.22
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0.18
0.00
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0.18
0.00
18543
1.22
0.18
0.18
0.00
18511
1.22
0.18
0.18
0.00
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1.22
0.18
0.18
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1.21
0.18
0.18
0.00
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1.21
0.18
0.18
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1.21
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0.18
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1.21
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0.18
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1.21
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1.20
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1.20
0.18
0.18
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1.20
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1.19
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1.19
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1.18
0.18
0.18
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1.18
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1.18
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17832
1.18
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1.15
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1.15
0.18
0.18
0.00
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1.15
0.18
0.18
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0.00
17322
1.14
0.18
0.18
0.00
17291
1.14
0.18
0.18
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1.14
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1.13
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1.13
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1.12
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1.11
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1.11
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1.11
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1.10
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1.10
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1.09
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1.06
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1.04
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1.01
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1.01
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1.01
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15086
1.01
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0.00
15057
1.00
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0.16
0.00
15027
1.00
0.16
0.16
0.00
14998
1.00
0.16
0.16
0.00
14968
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0.00
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0.00
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0.00
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0.16
0.16
0.00
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0.16
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0.00
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0.16
0.16
0.00
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0.00
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0.16
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0.00
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0.16
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0.00
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0.96
0.16
0.16
0.00
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0.95
0.16
0.16
0.00
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0.95
0.16
0.16
0.00
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0.95
0.16
0.16
0.00
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0.95
0.16
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0.00
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0.95
0.16
0.16
0.00
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0.95
0.16
0.16
0.00
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0.94
0.16
0.16
0.00
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0.94
0.16
0.16
0.00
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0.94
0.16
0.16
0.00
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0.94
0.16
0.16
0.00
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0.94
0.16
0.16
0.00
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0.93
0.16
0.16
0.00
13922
0.93
0.16
0.16
0.00
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0.93
0.16
0.16
0.00
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0.93
0.16
0.16
0.00
13837
0.93
0.16
0.16
0.00
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0.93
0.16
0.16
0.00
13780
0.92
0.16
0.16
0.00
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0.92
0.16
0.16
0.00
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0.92
0.16
0.16
0.00
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0.92
0.16
0.16
0.00
13667
0.92
0.16
0.16
0.00
13638
0.92
0.16
0.16
0.00
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0.91
0.16
0.16
0.00
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0.91
0.16
0.16
0.00
13554
0.91
0.16
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0.00
13525
0.91
0.16
0.16
0.00
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0.91
0.16
0.16
0.00
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0.90
0.16
0.16
0.00
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0.90
0.16
0.16
0.00
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0.90
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0.00
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0.90
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0.00
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0.90
0.16
0.16
0.00
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0.90
0.16
0.16
0.00
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0.16
0.16
0.00
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0.16
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0.00
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0.89
0.15
0.15
0.00
13217
0.89
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0.15
0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.00
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0.71
0.14
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0.14
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1917.00
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0.14
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0.70
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1968.00
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1971.00
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1974.00
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1977.00
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0.67
0.13
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1980.00
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0.67
0.13
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1983.00
0.00
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0.67
0.13
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1986.00
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1992.00
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1995.00
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3276.00
0.00
2002
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0.00
1991
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1979
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1968
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1956
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1934
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1911
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0.06
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3303.00
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1900
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3540.00
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0.02
3960.00
0.00
206
0.02
0.02
0.02
3963.00
0.00
202
0.02
0.02
0.02
3966.00
0.00
198
0.02
0.02
0.02
3969.00
0.00
194
0.02
0.02
0.02
3972.00
0.00
190
0.02
0.02
0.02
3975.00
0.00
186
0.02
0.02
0.02
3978.00
0.00
182
0.02
0.02
0.02
3981.00
0.00
178
0.02
0.02
0.02
3984.00
0.00
175
0.02
0.02
0.02
3987.00
0.00
171
0.02
0.02
0.02
3990.00
0.00
167
0.02
0.02
0.02
3993.00
0.00
164
0.01
0.02
0.02
3996.00
0.00
160
0.01
0.02
0.02
3999.00
0.00
157
0.01
0.02
0.02
4002.00
0.00
153
0.01
0.02
0.02
4005.00
0.00
150
0.01
0.02
0.02
4008.00
0.00
146
0.01
0.02
0.02
4011.00
0.00
143
0.01
0.02
0.02
Page 18 of 19

4014.00
0.00
139
0.01
0.02
0.02
4017.00
0.00
136
0.01
0.02
0.02
4020.00
0.00
133
0.01
0.02
0.02
4023.00
0.00
129
0.01
0.02
0.02
4026.00
0.00
126
0.01
0.02
0.02
4029.00
0.00
123
0.01
0.02
0.02
4032.00
0.00
120
0.01
0.02
0.02
4035.00
0.00
117
0.01
0.02
0.02
4038.00
0.00
114
0.01
0.02
0.02
4041.00
0.00
111
0.01
0.02
0.02
4044.00
0.00
108
0.01
0.02
0.02
4047.00
0.00
105
0.01
0.02
0.02
4050.00
0.00
102
0.01
0.02
0.02
4053.00
0.00
99
0.01
0.02
0.02
4056.00
0.00
96
0.01
0.02
0.02
4059.00
0.00
93
0.01
0.02
0.02
4062.00
0.00
91
0.01
0.02
0.02
4065.00
0.00
88
0.01
0.01
0.01
4068.00
0.00
85
0.01
0.01
0.01
4071.00
0.00
83
0.01
0.01
0.01
4074.00
0.00
80
0.01
0.01
0.01
4077.00
0.00
77
0.01
0.01
0.01
4080.00
0.00
75
0.01
0.01
0.01
4083.00
0.00
72
0.01
0.01
0.01
4086.00
0.00
70
0.01
0.01
0.01
4089.00
0.00
67
0.01
0.01
0.01
4092.00
0.00
65
0.01
0.01
0.01
4095.00
0.00
63
0.01
0.01
0.01
4098.00
0.00
60
0.01
0.01
0.01
4101.00
0.00
58
0.01
0.01
0.01
4104.00
0.00
56
0.01
0.01
0.01
4107.00
0.00
54
0.01
0.01
0.01
4110.00
0.00
52
0.01
0.01
0.01
4113.00
0.00
50
0.00
0.01
0.01
4116.00
0.00
48
0.00
0.01
0.01
4119.00
0.00
46
0.00
0.01
0.01
4122.00
0.00
44
0.00
0.01
0.01
4125.00
0.00
42
0.00
0.01
0.01
4128.00
0.00
40
0.00
0.01
0.01
4131.00
0.00
38
0.00
0.01
0.01
4134.00
0.00
36
0.00
0.01
0.01
4137.00
0.00
34
0.00
0.01
0.01
4140.00
0.00
33
0.00
0.01
0.01
4143.00
0.00
31
0.00
0.01
0.01
4146.00
0.00
29
0.00
0.01
0.01
4149.00
0.00
28
0.00
0.01
0.01
4152.00
0.00
26
0.00
0.01
0.01
4155.00
0.00
25
0.00
0.01
0.01
4158.00
0.00
23
0.00
0.01
0.01
4161.00
0.00
22
0.00
0.01
0.01
4164.00
0.00
20
0.00
0.01
0.01
4167.00
0.00
19
0.00
0.01
0.01
4170.00
0.00
18
0.00
0.01
0.01
4173.00
0.00
16
0.00
0.01
0.01
4176.00
0.00
15
0.00
0.01
0.01
4179.00
0.00
14
0.00
0.01
0.01
4182.00
0.00
13
0.00
0.01
0.01
4185.00
0.00
12
0.00
0.01
0.01
4188.00
0.00
11
0.00
0.01
0.01
4191.00
0.00
10
0.00
0.01
0.01
4194.00
0.00
9
0.00
0.01
0.01
4197.00
0.00
8
0.00
0.00
0.00
4200.00
0.00
7
0.00
0.00
0.00
4203.00
0.00
6
0.00
0.00
0.00
4206.00
0.00
5
0.00
0.00
0.00
4209.00
0.00
5
0.00
0.00
0.00
4212.00
0.00
4
0.00
0.00
0.00
4215.00
0.00
3
0.00
0.00
0.00
4218.00
0.00
3
0.00
0.00
0.00
4221.00
0.00
2
0.00
0.00
0.00
4224.00
0.00
2
0.00
0.00
0.00
4227.00
0.00
1
0.00
0.00
0.00
4230.00
0.00
1
0.00
0.00
0.00
4233.00
0.00
1
0.00
0.00
0.00
4236.00
0.00
0
0.00
0.00
0.00
4239.00
0.00
0
0.00
0.00
0.00
70.65 hours
2.9 days
Pond drains completely down at time=
4239.00 min= 2.9 days
Page 19 of 19

Solid Box Buoyancy Calculations
Outlet Structure Bouyancy Calcs
Riser
Length Width I
Depth I Volume (ftA3)
Weight Ibs
Outside Dimensions 1 51 51
Don't type in box below:
Elev. of Riser Crest/Top of Box=
245.25 feet (inside)
Anti -Flotation:
Use:
Length of Riser=
4 feet (inside)
193.75 cf Displaced Area
6.0 ft x 6.0 ft Pad
Width of Riser=
4 feet (inside)
1449.25 Gallons of Water displaced
1.022 ft deep
Weir Length=
16 feet
18135 lbs Buoyancy Force (Displaced • 62.4 x 1.50 safety factor
Area of Riser =
16 sq.ft.
12691 lbs Weight of Concrete Box
Assume Solid Box by
Inv. of Riser=
238.00 feet
5444 lbs Anti -Flotation Required
Oldcastle Precast
Height of Box=
7.75 feet
36.78 cf of Concrete Required, Minimum (6" wall thickness)
Outlet Structure - Wet Pond
Length Width I
Depth I Volume (ftA3)
Weight Ibs
Outside Dimensions 1 51 51
7.75 193.75
28675
Inside Dimensions 4 4
6.75 108
15984
Total
1 85.751
12691
P:\200 ( Lee -Moore )\200-107 (Lee County Industrial Park)\Lot #1\Engineering\Stormwater\2018-10-05 PreCastBoxWeights-Buoyancy
1 01 9:58 AM on 10/5/2018

APPENDIX E
PRECIPITATION DATA

Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=3 5.5603&...
NOAA Atlas 14, Volume 2, Version 3
-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Location name: Sanford, North Carolina, USA"''�"'`k
Latitude: 35.5603', Longitude: -79.1563°
Elevation: 249.44 ft**
' source: ESRI Maps`+,,,,
Mnn[
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T Parzybok, M.Yekta, and D. Riley
NOAH, 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 inches)1
Average
recurrence
interval(years)
1
2
5
10
25
50
100
200
500
1000
0.424
F 0.501
F 0.582
F 0.639
F 0.704
F 0.748
F 0.788
F 0.823
0.863
0.892
5 -min
(0.387-0.466)
(0.458-0.552)
(0.530-0.640)
(0.581-0.702)
(0.638-0.772)
(0.675-0.820)
(0.708-0.864)
(0.736-0.903)
(0.764-0.947)
(0.784-0.979)
0.678
0.802
0.931
1.02
1.12
1.19
1.25
1.31
1.37
7.47
10 -min
1(0.619-0.745)1(0.732-0.883)1(0.849-1.02)
(0.930-1.12)
1 (1.02-1.23)
1 (1.08-1.31)
1 (1.13-1.37)
1 (1.17-1.43)
1 (1.21-1.50)
1 (1.23-1.54)
0.847
1.01
1.18
1.29
1.42
1.51
1.58
1.65
1.72
1.76
15 -min
1(0.773-0.931)1(0.920-1.11)
1 (1.07-1.30)
1 (1.18-1.42)
1 (1.29-1.56)
1 (1.36-1.65)
1 (1.42-1.74)
1 (1.47-1.81)
1 (1.52-1.89)
1.16
1.39
1.67
1.87
2.11
2.27
2.43
2.56
2.74
2.86
30 -min
(1.06-1.28)
1 (1.27-1.53)
1 (1.53-1.84)
1 (1.91-2.31)
(2.05-2.49)
1 (2.18-2.66)
1 (2.29-2.81)
1 (2.42-3.00)
1 (2.51-3.14)
1.45
1.75]
F-2-.1-5-]2.44
2.81
3.08
3.34
3.60
3.92
4.17
60 -min
(1.32-1.59)
1 (1.60-1.92)
1 (1.96-2.36)
1 (2.54-3.08)
(2.78-3.37)
1 (3.00-3.66)
1 (3.21-3.94)
1 (3.47-4.30)
1 (3.66-4.58)
1.71
2.07
2.57
2.95
3.44
3.81
4.18
4.54
5.02
5.39
2 -hr
(1.55-1.90)
1 (1.88-2.29)
1 (2.33-2.85)
1 (2.66-3.27)
1 (3.08-3.80)
1 (3.41-4.21)
1 (3.71-4.62)
1 (4.01-5.02)
1 (4.38-5.55)
1 (4.66-5.96)
1.81
2.19
2.74
3.16
3.72
4.17
4.61
5.07
5.69
6.17
3 -hr
(1.65-2.01)
1 (2.00-2.44)
1 (2.49-3.04)
1 (2.87-3.50)
1 (3.35-4.12)
1 (3.72-4.60)
1 (4.09-5.09)
1 (4.46-5.59)
1 (4.94-6.28)
1 (5.31-6.83)
2.17
2.62]
F-3-.2-8-]3.79
4.49
5.04
5.61
6.19
7.00
7.63
6 -hr
(1.98-2.39)
1 (2.40-2.89)
1 (2.99-3.61)
1 (4.05-4.93)
(4.52-5.53)
1 (4.98-6.14)
1 (5.45-6.77)
1 (6.07-7.65)
1 (6.55-8.36)
2.57
3.11
3.91
4.54
5.42
6.13
6.87
7.65
8.74
9.62
12 -hr
(2.35-2.84)
1 (2.84-3.43)
1 (3.56-4.31)
1 (4.88-5.95)
(5.47-6.71)
1 (6.07-7.51)
1 (6.69-8.36)
1 (7.51-9.55)
1 (8.15-10.5)
2.99
3.61
4.53
5.26
6.25
7.03
7.84
8.67
9.81
10.7
24 -hr
(2.79-3.21)
(3.37-3.88)
(4.23-4.87)
(4.89-5.64)
(5.80-6.71)
(6.51-7.54)
(7.24-8.41)
(7.98-9.30)
(8.99-10.5)
(9.78-11.5)
3.48
4.19
5.23
6.04
7.15
8.02
8.91
9.84
11.1
12.1
2 -day
(3.24-3.74)
(3.91-4.50)
(4.87-5.62)
(5.62-6.49)
(6.62-7.67)
(7.41-8.61)
(8.22-9.57)
(9.04-10.6)
(10.2-11.9)
(11.0-13.0)
3.69
4.43
5.50
6.34
7.48
8.39
9.32
10.3
11.6
12.6
3 -day
(3.44-3.95)
1 (4.14-4.75)
1 (5.12-5.89)
1 (5.89-6.79)
1 (6.93-8.02)
1 (7.75-8.99)
1 (8.58-9.99)
1 (9.44-11.0)
1 (10.6-12.5)
1 (11.5-13.6)
3.89
4.67
5.77
6.64
7.82
8.77
9.73
10.7
12.1
13.2
4 -day
(3.63-4.17)
1 (4.36-5.00)
1 (5.38-6.17)
(6.17-7.10)
1 (7.24-8.37)
1 (8.09-9.38)
1 (8.95-10.4)
1 (9.84-11.5)
1 (11.0-13.0)
4.48
5.35
6.52
7.45
FUJI]
9.74
10.8
11.8
13.3
14.5
7 -day
(4.19-4.79)
(5.00-5.71)
(6.09-6.96)
1 (8.12-9.31)
(9.04-10.4)
(9.97-11.5)
(10.9-12.7)
(12.2-14.2)
(13.2-15.5)
5.11
6.08
7.31
8.28
9.58
10.6
11.6
12.7
14.1
15.2
10 -day
(4.81-5.44)
(5.72-6.48)
(6.87-7.79)
(7.77-8.81)
(8.96-10.2)
(9.89-11.3)
(10.8-12.4)
(11.8-13.5)
(13.0-15.1)
(14.0-16.3)
6.87
8.11
9.59
10.8
12.3
13.5
14.8
16.0
17.7
19.1
20 -day
(6.47-7.30)
(7.64-8.62)
(9.02-10.2)
(10.1-11.4)
(11.5-13.1)
(12.6-14.4)
(13.8-15.7)
(14.9-17.0)
(16.4-18.9)
(17.6-20.3)
30
8.54
10.0
11.7
13.0
14.6
15.9
17.2
18.5
20.2
21.5
-day
(8.06-9.05)
(9.47-10.7)
(11.0-12.4)
(12.2-13.7)
(13.7-15.5)
(14.9-16.9)
(16.1-18.3)
(17.2-19.7)
(18.8-21.5)
(19.9-22.9)
10.9
12.7
14.6
16.0
17.8
19.2
20.6
21.9
23.6
25.0
45 -day
(103-11.5)
(12.1-13.5)
(13.8-15.4)
(15.1-16.9)
(16.8-18.8)
(18.1-20.3)
(19.4-21.7)
(20.6-23.1)
(22.1-25.0)
(23.3-26.5)
13.0
15.2
17.2
18.7
20.7
22.2
23.6
25.0
26.8
28.2
60 -day
(12.4-13.7)
(14.4-16.0)
(16.3-18.1)
(17.7-19.7)
(19.6-21.8)
(21.0-23.3)
(22.3-24.9)
(23.6-26.4)
(25.2-28.3)
(26.4-29.8)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
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.
Back to Too
PF graphical
1 of 4 5/4/2018, 1:51 PM

Precipitation Frequency Data Server
30
25
f
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=3 5.5603&...
PDS -based depth -duration -frequency (DDF) curves
Latitude: 35.5603°, Longitude: -79.1563"
30
25
C
g
0
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NDAA Atlas 14, Valu me 2, Version 3 Created (GMT): Fri May 4 17:51:38 2018
Back to Top
Maps & aerials
Small scale terrain
PORT
3Km
p Colon
2mi
I u NN J
Average recurrence
interval
(years}
— 1
2
— 5
10
25
50
100
200
500
1000
Duration
— 5 -nm
— 2 -day
— 10-mrn
— 3 -day
15 -min
— 4 -day
— 30 -mm
— 7 -day
— 60 -min
— 10 -day
— 2 -hr
E
— 3 -hr
— 30 -day
— 6 -hr
— 45 -day
L L
L
L
N r0
-0-0
r0 N
-00
r0 r0
-0-0
A
OU'
O
O
N A
Z
^
�
N
0
�
NA 4
M
r� O
� 0 �
O O
A6
rl
rl
M
LO
rl
N rn
V �
Duration
30
25
C
g
0
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NDAA Atlas 14, Valu me 2, Version 3 Created (GMT): Fri May 4 17:51:38 2018
Back to Top
Maps & aerials
Small scale terrain
PORT
3Km
p Colon
2mi
I u NN J
Average recurrence
interval
(years}
— 1
2
— 5
10
25
50
100
200
500
1000
Duration
— 5 -nm
— 2 -day
— 10-mrn
— 3 -day
15 -min
— 4 -day
— 30 -mm
— 7 -day
— 60 -min
— 10 -day
— 2 -hr
— 20 -day
— 3 -hr
— 30 -day
— 6 -hr
— 45 -day
— 12 -hr
— 60 -day
— 24 -hr
2 of 4 5/4/2018, 1:51 PM

Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.5603&...
Large scale terrain
C�
Winston-Salem
• , Durham
Greensboro * Rocky Mount
4. Raleigh
Nor,TH C AROLINT
' ' ;Green
+Charlotte Fayetteville
100km
r H 6 O mi :^: i!^„ ;y w 0_r:;;'c; u
Large scale map
inston lem Greensboro
6 rham Rocky Mount
4
Raleigh
N rt J GreemA
4
��ir 011f�
arl Otte
—� o etteville
Lumbee Sd a
Sart
100km
60mi Wilmington
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions(a)noaa.gov
3 of 4 5/4/2018, 1:51 PM

Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.5603&...
Disclaimer
4 of 4 5/4/2018, 1:51 PM

Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=3 5.5603&...
NOAA Atlas 14, Volume 2, Version 3
Location name: Sanford, North Carolina, USA*'�
Latitude: 35.5603', Longitude: -79.1563° Na
Elevation: 249.44 ft**
source: ESRI Maps y4 �, e•�
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAH, 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 inches/hour)1
Average recurrence interval (years)
Duration
1 2 5 10 25 50 200 500 1000
100
����
5.09 6.01 6.98 7.67 8.45 8.98 9.46 9.88 10.4 10.7
5 -min
(4.64-5.59) (5.50-6.62) (6.36-7.68) (6.97-8.42) (7.66-9.26) (8.10-9.84) (8.50-10.4) (8.83-10.8) (9.17-11.4) (9.41-11.7)
4.07 4.81 5.59 6.13 6.73 F 7.52 7.83 8.20 8.43
10 -min
(3.71-4.47) (4.39-5.30) (5.09-6.15) (5.58-6.73) (6.10-7.38) (6.45-7.84) (6.75-8.24) (7.00-8.59) (7.25-8.98) (7.40-9.25)
3.39 4.03 4.71 5.17 5.69 6.03 6.34 6.59 6.88 7.06
15 -min
(3.09-3.72) (3.68-4.44) (4.30-5.18) (4.70-5.68) (5.15-6.24) (5.45-6.61) (5.69-6.94) (5.88-7.22) (6.08-7.54) (6.20-7.74)
2.32 2.78 3.35 3.75 4.21 4.54 4.85 5.13 5.47 5.71
30 -min
(2.12-2.55) (2.54-3.07) (3.05-3.68) (3.41-4.11) (3.82-4.62) (4.10-4.98) (4.35-5.31) (4.58-5.62) (4.84-6.00)
1.45 1.75 2.15 2.44 2.81 3.08 3.34 3.60 3.92 4.17
60 -min
(1.32-1.59) (1.60-1.92) (1.96-2.36) 1 (2.22-2.68) 1 (2.54-3.08) 1 (2.78-3.37) (3.00-3.66) (3.21-3.94) (3.47-4.30) (3.66-4.58)
0.854 1.03 1.29 1.47 1.72 1.91 2.09 2.27 2.51 2.69
2 -hr
1(0.774-0.948)1(0.939-1.15) 1 (1.17-1.43) 1 (1.33-1.63) 1 (1.54-1.90) 1 (1.70-2.11) 1 (1.85-2.31) 1 (2.00-2.51) (2.19-2.78) (2.33-2.98)
0.604 0.731 0.913 1.05 1.24 1.39 1.54 1.69 1.89 2.06
3 -hr
1(0.549-0.670)1(0.665-0.811)1(0.829-1.01) (0.954-1.17) 1 (1.12-1.37) 1 (1.24-1.53) 1 (1.36-1.70) 1 (1.49-1.86) 1 (1.65-2.09) (1.77-2.27)
0.362 0.438 0.548 0.633 0.750 0.842 0.937 1.03 1.17 1.27
6 -hr
(0.331-0.400) (0.400-0.483) (0.499-0.603) (0.576-0.697) (0.677-0.822) (0.754-0.923) (0.832-1.02) (0.910-1.13) 1 (1.01-1.28) 1 (1.09-1.40)
0.213 0.258 0.324 0.377 0.450 0.509 0.570 0.635 0.725 0.798
12 -hr
(0.195-0.235) (0.236-0.285) (0.295-0.358) (0.342-0.415) (0.405-0.494) (0.454-0.557) (0.504-0.623) (0.555-0.694) (0.623-0.792) (0.676-0.872)
0.125 0.150 0.189 0.219 0.260 0.293 0.327 0.361 0.409 0.446
24 -hr
(0.116-0.134) (0.140-0.162) (0.176-0.203) (0.204-0.235) (0.241-0.279) (0.271-0.314) (0.302-0.350) (0.333-0.388) (0.375-0.439) (0.408-0.480)
0.072 0.087 0.109 0.126 0.149 0.167 0.186 0.2o -5 -]F -o-.231 0.252
2 -day
(0.068-0.078) (0.081-0.094) (0.101-0.117) (0.117-0.135) (0.138-0.160) (0.154-0.179) (0.171-0.199) (0.188-0.220) (0.211-0.249) (0.230-0.271)
0.051 0.062 0.076 0.088 0.104 IF 0.117 0.129 0.143 0.161 0.175
3 -day
(0.048-0.055) (0.057-0.066) (0.071-0.082) (0.082-0.094) (0.096-0.111) 1(0.108-0.125)1(0.119-0.139)1(0.131-0.153)1(0.147-0.173) (0.160-0.189)
0.041 0.049 0.060 0.069 0.081 0.091 0.101 0.112 0.126 0.137
4 -day
(0.038-0.043) (0.045-0.052) (0.056-0.064) (0.064-0.074) (0.075-0.087) (0.084-0.098) (0.093-0.108) (0.103-0.120) (0.115-0.135) (0.125-0.147)
0.027 0.032 0.039 0.044 0.052 IF 0.058 0.064 0.071 0.079 0.086
7 -day
(0.025-0.028) (0.030-0.034) (0.036-0.041) (0.041-0.047) (0.048-0.055) (0.054-0.062) (0.059-0.068) (0.065-0.075) (0.073-0.085) (0.079-0.092)
0.021 0.025 0.030 0.034 0.040 IF 0.044 0.048 0.053 0.059 0.063
10 -day
(0.020-0.023) (0.024-0.027) (0.029-0.032) (0.032-0.037) (0.037-0.042) (0.041-0.047) (0.045-0.052) (0.049-0.056) (0.054-0.063) (0.058-0.068)
0.014 0.017 0.020 0.022 0.026 0.028 0.031 0.033 0.037 0.040
20 -day
(0.013-0.015) (0.016-0.018) (0.019-0.021) (0.021-0.024) (0.024-0.027) (0.026-0.030) (0.029-0.033) (0.031-0.036) (0.034-0.039) (0.037-0.042)
0.012 0.014 0.016 0.018 0.020 0.022 0.024 0.026 0.028 0.030
30 -day
(0.011-0.013) (0.013-0.015) (0.015-0.017) (0.017-0.019) (0.019-0.022) (0.021-0.023) (0.022-0.025) (0.024-0.027) (0.026-0.030) (0.028-0.032)
0.010 0.012 0.013 0.015 0.016 0.018 0.019 0.020 0.022 0.023
45 -day
(0.010-0.011) (0.011-0.012) (0.013-0.014) (0.014-0.016) (0.016-0.017) (0.017-0.019) (0.018-0.020) (0.019-0.021) (0.020-0.023) (0.022-0.024)
0.009 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.019 0.020
60 -day
(0.009-0.010) (0.010-0.011) (0.011-0.013) (0.012-0.014) (0.014-0.015) (0.015-0.016) (0.015-0.017) (0.016-0.018) (0.018-0.020) (0.018-0.021)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
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.
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PF graphical
1 of 4 5/4/2018,1:53 PM

Precipitation Frequency Data Server
° 0.100
49
a 0.010
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=3 5.5603&...
PDS -based intensFty-duration-frequency (IDF) curves
Latitude: 35.56031. Longitude: -79.15631
0.0011 i i i i i i
I= 1= t= t= N f>!'l 4b rV� Y3 ro �l � � � � � �
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Duration
100.400
c
0.100
rip
9-
a 0.010
0.001' ' ' ' ' ' ' ' ' 1
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT}: Fri May 4 17:52:53 2418
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Maps & aerials
Small scale terrain
2 of 4
Average raeurrance
interval
(years)
— 1
2
— 5
10
25
50
144
200
540
1000
Duration
5 -min —
2 -day
— 10 -min —
3 -day
15 -min —
4 -day
30 -mm —
7 -day
— 60 -min —
10 -day
— 2 -hr —
20 -day
— 3 -hr —
30 -day
— 6 -hr —
45 -day
— 12 -hr —
60 -day
24 -hr
5/4/2018,1:53 PM

Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=3 5.5603&...
scale terrain
n.
Winston-Salem
* . Durham
ar. tRocky Moue
Greensboro
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Large scale aerial
3 of 4 5/4/2018,1:53 PM

Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=3 5.5603&...
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions(cDnoaa.gov
Disclaimer
4 of 4 5/4/2018,1:53 PM

APPENDIX F
DRAINAGE AREA MAPS

FN%
���•. v � �� _ _J C/Ty_O
(_ wNF 100, �`
,a e
-__ - _--
_ _ - - - -_ _
I \
77
• 0 O O O O_,0, 0� Q C?
000000000000,000 ,000000 <
- --� 000O6v00,0000O�av00�
V"-,0Q0000o0 000©/�01 0 0
0000000_O� X00000000 OO;O��Q;000.00�ZJQ'
• �.
1
00000071D -Q000000 /
�000000000�0��0��00
:,:y �� O �OOOOOOOOd�'00000 0
• • • • • • • • • • • • • • • • •
�.i I� • ••• c • • • • • • • • a • �.
• °• . • o • • �. • • • c • • • • •
• • • • • • • • • • : �► • • • • `IIi III • • • •
• ice• U • • • • • • • • • • • ��N ��I� • • • • • • • •
• �! • • • • �� • • • • • • SpA, SII+ ►. • • • • •
CCEP LOT #1 - TEMPORARY RISER BASIN
?00-0-0-000 X000,0 0000 D000
Vo
i i i 'v : • • • L i /�•� • • • • • • • �0 • • • •ull
i 0 • • • • • • A • • • • /a!�• • • • • •/I� �Y� • A •
(C = 0.15)
AREA = 31,481 SF = 0.72 AC
IMPERVIOUS AREA (C = 0.95)
AREA =13,975 SF = 0.32 AC
DISTURBED AREA (C = 0.50)
AREA = 539,824 SF = 12.39 AC
TOTAL AREA = 585,431 SF = 13.44 AC
00000
100' 0 100' 200'
SCALE: 1" = 100'
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH, NC 27603
PHONE. [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
� Z
�k Q
0 m
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05/24/2018
NORTH

CCEP LOT #1 - DIVERSION DITCH #4 (TEMPORARY)
GRASS AREA (C = 0.15)
AREA = 4,296 SF = 0.10 AC
IMPERVIOUS AREA (C = 0.95)
AREA =3,119SIF = 0.07 AC
DISTURBED AREA (C - 0.50)
AREA =91,160SIF = 2.09 AC
TOTAL AREA = 98,575 SF = 2.26 AC /,Mtil
f
DIVERSION DITCH #1 � �� � � �� � �, �• � � � ��� --� ���y �A`
\ \
DRAINAGE AREA
i
CCEP LOT #1 -DIVERSION DITCH #1 (PERMANENT)
GRASS AREA (C = 0.15)
AREA = 65,893 SF = 1.51 AC
L_
~�
(C AREA �V
WOODED = 0.15 - )
AREA = 413,412 SF = 9.49 AC
IMPERVIOUS AREA (C = 0.95)
\ DIVERSION DITCH #4
DRAINAGE AREA
10-0
\
mem
;v
N
2
G)
Ts • • •moo
DIVERSION DITCH #2
DRAINAGE AREA
I
i
DIVERSION DITCH #2
DRAINAGE AREA
/ III
ado U
^0cayoa ',I P
1,
I
I
I
� I
i
AREA = 4,467 SF = 0.10 AC
TOTAL AREA = 483,772 SF = 11.11 AC
CCEP LOT #1 - DIVERSION DITCH #2 (PERMANENT
GRASS AREA (C = 0.15)
U O
AREA =131,934 SF = 3.03 AC
WOODED AREA (C = 0.15)
AREA =0SIF = OAC
IMPERVIOUS AREA (C = 0.95)
AREA =184,117 SF = 4.23 AC
TOTAL AREA = 310,695 SF = 7.13 AC
CCEP LOT #1 - DIVERSION DITCH #3 (PERMANENT
GRASS AREA (C = 0.15) O
AREA = 84,498 SF = 1.94 AC
IMPERVIOUS AREA (C = 0.95)
AREA =10,831 SF = 0.25 AC
TOTAL AREA = 95,329 SF = 2.19 AC
150' 0 150' 300'
SCALE: 1" = 150'
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH, NC 27603
PHONE. [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
Lu
v
TOM Z
Z Z
J 0 0
0 Z a
0
a. <, u
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W W W
U wQ
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05/24/2018
NORTH

DI B1
DI B3
0.00 AC
DI B5
TOTAL AREA =
0.10 AC
IMPERVIOUS AREA = 0.00 AC
IMPERVIOUS AREA=
0.00 AC
IMPERVIOUS AREA= 0.05 AC
GRASS AREA = 0.52 AC
GRASS AREA =
0.16 AC
GRASS AREA = 0.22 AC
GRASS AREA =
0.31 AC
WOODED AREA = 0.36 AC
WOODED AREA =
0.00 AC
WOODED AREA = 0.00 AC
TOTAL AREA =
0.84 AC
TOTAL AREA = 0.88 AC
TOTAL AREA =
0.16 AC
TOTAL AREA = 0.27 AC
DI B2
DI B4
IMPERVIOUS AREA
= 0.01 AC
v v \
IMPERVIOUS AREA = 0.00 AC
GRASS AREA = 0.05 AC
GRASS AREA =
0.56 AC
WOODED AREA = 0.00 AC
WOODED AREA =
0.00 AC
TOTAL AREA = 0.05 AC
TOTAL AREA =
0.57 AC
l
t
=
r
CB A4
DI B2-��
DI B3
PARA,,
� ELEV. = 271.00'
�
r
- _
-JCBA3 /
III�ff�
III'In.f igo
�o'*'..
\-I ",I I � o\\����
\r !1 ,:\\�\\\�\
ELEV.
�
.ELEV. - 342.50, X 344.50' �-
A �/ \
100 LF OF
` SHEET FLOW
i � f
LEGEND
OPEN SPACE - FAIR CONDITION - HSG B
- (C = 0.15, CN = 69)
I
CB Al
IMPERVIOUS AREA= 0.08 AC
GRASS AREA = 0.02 AC
CB A3
IMPERVIOUS AREA = 0.15 AC
GRASS AREA = 0.02 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 0.17 AC
CB A4
IMPERVIOUS AREA= 0.40 AC
GRASS AREA = 0.01 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 0.41 AC
CB A5
IMPERVIOUS AREA= 0.19 AC
GRASS AREA = 0.06 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 0.25 AC
WOODS - FAIR CONDITION - HSG B
(C = 0.15, CN = 60)
PAVED AREA (C = 0.95, CN = 98)
CB A6 CB All (FUTURE)
IMPERVIOUS AREA= 0.66 AC IMPERVIOUS AREA= 0.79 AC
GRASS AREA = 0.05 AC GRASS AREA = 0.22 AC
WOODED AREA = 0.00 AC WOODED AREA = 0.00 AC
TOTAL AREA = 0.71 AC TOTAL AREA = 1.01 AC
CB A7
IMPERVIOUS AREA= 0.15 AC
GRASS AREA = 0.05 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 0.20 AC
CB A8
IMPERVIOUS AREA = 0.62 AC
GRASS AREA = 0.04 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 0.66 AC
CB A9 (FUTURE)
IMPERVIOUS AREA= 0.73 AC
GRASS AREA = 0.05 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 0.78 AC
CB A10 (FUTURE)
IMPERVIOUS AREA= 0.15 AC
GRASS AREA = 0.08 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 0.23 AC
CB Al2
IMPERVIOUS AREA= 1.01 AC
GRASS AREA = 0.18 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 1.19 AC
CB A13
IMPERVIOUS AREA= 1.60 AC
GRASS AREA = 0.69 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 2.29 AC
CB A14
IMPERVIOUS AREA= 1.32 AC
GRASS AREA = 0.20 AC
WOODED AREA = 0.01 AC
TOTAL AREA = 1.53 AC
DI A15
IMPERVIOUS AREA= 0.26 AC
GRASS AREA = 1.84 AC
WOODED AREA = 0.12 AC
TOTAL AREA = 2.22 AC
150' 0 150' 300'
SCALE: 1" = 150'
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH, NC 27603
PHONE. [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
� WCaC
G
U
Oz ?w
1 0 0 Lu
LL
a. Q � Q
0
W U) Z
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V
07/09/2018
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WOODED AREA =
0.00 AC
TOTAL AREA =
0.10 AC
\\\ <
CB A2
IMPERVIOUS AREA=
0.53 AC
GRASS AREA =
0.31 AC
WOODED AREA =
0.00 AC
'� i
TOTAL AREA =
0.84 AC
CB A3
IMPERVIOUS AREA = 0.15 AC
GRASS AREA = 0.02 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 0.17 AC
CB A4
IMPERVIOUS AREA= 0.40 AC
GRASS AREA = 0.01 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 0.41 AC
CB A5
IMPERVIOUS AREA= 0.19 AC
GRASS AREA = 0.06 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 0.25 AC
WOODS - FAIR CONDITION - HSG B
(C = 0.15, CN = 60)
PAVED AREA (C = 0.95, CN = 98)
CB A6 CB All (FUTURE)
IMPERVIOUS AREA= 0.66 AC IMPERVIOUS AREA= 0.79 AC
GRASS AREA = 0.05 AC GRASS AREA = 0.22 AC
WOODED AREA = 0.00 AC WOODED AREA = 0.00 AC
TOTAL AREA = 0.71 AC TOTAL AREA = 1.01 AC
CB A7
IMPERVIOUS AREA= 0.15 AC
GRASS AREA = 0.05 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 0.20 AC
CB A8
IMPERVIOUS AREA = 0.62 AC
GRASS AREA = 0.04 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 0.66 AC
CB A9 (FUTURE)
IMPERVIOUS AREA= 0.73 AC
GRASS AREA = 0.05 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 0.78 AC
CB A10 (FUTURE)
IMPERVIOUS AREA= 0.15 AC
GRASS AREA = 0.08 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 0.23 AC
CB Al2
IMPERVIOUS AREA= 1.01 AC
GRASS AREA = 0.18 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 1.19 AC
CB A13
IMPERVIOUS AREA= 1.60 AC
GRASS AREA = 0.69 AC
WOODED AREA = 0.00 AC
TOTAL AREA = 2.29 AC
CB A14
IMPERVIOUS AREA= 1.32 AC
GRASS AREA = 0.20 AC
WOODED AREA = 0.01 AC
TOTAL AREA = 1.53 AC
DI A15
IMPERVIOUS AREA= 0.26 AC
GRASS AREA = 1.84 AC
WOODED AREA = 0.12 AC
TOTAL AREA = 2.22 AC
150' 0 150' 300'
SCALE: 1" = 150'
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH, NC 27603
PHONE. [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
� WCaC
G
U
Oz ?w
1 0 0 Lu
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07/09/2018
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v�A v
.00,
\
/
1,278 LF OF SHALLOWv
CONCENTRATED FLOW
Mve
vA
i
ELEV. = 271.00'
TY P
%f ........'.. J
..._ _ %%%%%%x%k'%E
No
� yyyyl
ELEV. = 238.00'
DISCHARGE POINT
,
,vv. .. yy...........
z /
yyy .yy. ..y 4 y. y \
��yy��....... f......
995 LF OF CHANNEL FLOW
. %..%.as%
.yx
�0� �. A
• yyyy.yNo,
«yyyy.....Cow
y�..i..: R�.y %ix%i
y. s
No
y .
yyy yyy yy % \
�I
I
II
�i
I
I l
I
I
I
I
j ys.R.�s •may%.� �\�V�� i
i,
ii ii
i
ELEV. = 342.50'
ELEV. =
344.50'
v ` SHEET FLOW
CCEP LOT #1 - PRE DEVELOPED FLOW
OPEN SPACE - FAIR CONDITION - HSG B
(C=0.15, CN=69)
AREA = 78,935 SF = 1.81 AC
WOODS - FAIR CONDITION - HSG B D
(C = 0.15, CN = 60)
AREA = 991,033 SF = 22.75 AC
PAVED AREA (C = 0.95, CN = 98)
18,306 SF = 0.42 AC
TOTAL AREA = 1,088,274 SF = 24.98 AC
150' 0 150' 300'
SCALE: 1" = 150'
i S-
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH, NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
TOM
Z Q
H U a
OzaLu
J � a Q
1 O W rLu
V
Z > Q
Lu U) oQ
W
U ao
V
10/05/2018
NORTH
1
I
i
i
I
/
1
1
CCEP LOT #1 - PRE DEVELOPED FLOW
OPEN SPACE - FAIR CONDITION - HSG B
(C=0.15, CN=69)
AREA = 78,935 SF = 1.81 AC
WOODS - FAIR CONDITION - HSG B D
(C = 0.15, CN = 60)
AREA = 991,033 SF = 22.75 AC
PAVED AREA (C = 0.95, CN = 98)
18,306 SF = 0.42 AC
TOTAL AREA = 1,088,274 SF = 24.98 AC
150' 0 150' 300'
SCALE: 1" = 150'
i S-
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH, NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
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1,278 LF OF SHALLOW
CONCENTRATED FLOW
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vvv�`I��. ELEV. = 271.00'_
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CCEP LOT #1 -POST DEVELOPED FLOW (WET POND)
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OPEN SPACE - FAIR CONDITION - HSG B
C = 0.15,CN = 69
AREA=199,817 SF=4.59 AC
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- �� \� II Iv �A PAVED AREA (C=0.95,CN=98)
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ELEV. = 240.00 - -���� u
_ %• "� ` / 376,147 SF = 8.63 AC
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TOTAL AREA = 600,312 SF = 13.78 AC
DISCHARGE POINT z j %;............
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CCEP LOT #1 - POST DEVELOPED FLOW (BY-PASS)
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(C = 0.15, CN = 69)
AREA = 87,220 SF = 2.00 AC
WOODS FAIR CONDITION -HSG B
(C = 0.15,, CN = 60)
AREA = 413,917 SF = 9.50 AC
PAVED AREA (C = 0.95, CN = 98)
z
4,467 SF = 0.10 AC
TOTAL AREA = 505,604 SF = 11.61 AC
150' 0 150' 300'
SCALE: 1" = 150'
301 GLENWOOD AVE. 220
RALEIGH, NC 27603
PHONE. [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
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APPENDIX F
SEASONAL HIGH WATER TABLE REPORT

Environmental Consultants,
8412 Falls of Neuse Road, Suite 104, Raleigh, NC 27615 • Phone: [phone] • Fax: [phone]
sandec.com
May 25, 2018
Job # 13552.S1
Geo Technologies, Inc.
Attn: Mark Potratz
3200 Wellington Court, Suite 108
Raleigh, NC 27615
Re: Detailed storm water soils evaluation at CCEP Lot #1, Clyde Rhyne Drive,
Sanford, NC.
Dear Mr. Potratz:
Soil & Environmental Consultants, PA (S&EC) performed a detailed soil evaluation within
the targeted area of the potential storm water BMP on the site mentioned above (see attached
map for the soil boring locations). The purpose of this evaluation was to provide additional
information for the proper design of the proposed BMP to treat the on-site storm water. A
soil morphological profile description was performed at the specified locations to determine
depth to seasonal high water table (SHWT). The following is a brief report of the methods
utilized in this evaluation and the results obtained.
Soil/Site Evaluation Methodology
The site evaluation was performed by advancing hand auger borings to sufficient depths to
estimate seasonal high water table. S&EC navigated to the soil boring locations to describe
soil morphological conditions using standard techniques outlined in the "Field Book for
Describing and Sampling Soils, Version 3" published by the Natural Resources Conservation
Service (MRCS, 2012).
Soil/Site Conditions
This site is located in the slate belt geological area consisting of mafic rock parent material.
Soil Boring 1, was advanced 76 inches from top of existing ground until hand auger refusal.
Field investigation revealed no seasonal high water table indicators within the 76 inch boring.

A soil profile description for Soil Boring 1 is shown below.
Horizon
Depth
Matrix Color
Texture
Mottles
Other notes
inches
A
0-3 in
Brown
Silt Loam
Btl
3 — 21 in
Brownish
Clay
Yellow
Bt2
21 —33 in
Reddish
Silty Clay
Yellowish
Brown
Brown,
Yellow, Light
Gra
BC
33 — 40 in
Dark Red
Silty Clay
Yellowish
Loam
Brown,
Yellow, Light
Gra
C
40 — 54 in
Dark Red
Silt Loam
Li ht Gra
Cr
54 — 76 in
Dark Red
Silt Loam
White, Very
Pale Brown
AR
76 in
Auger
Refusal
Page 2 of 4

Soil Boring 2, was advanced 105 inches from top of existing ground until hand auger refusal.
Field investigation revealed no seasonal high water table indicators within the 105 inch
boring.
A soil profile description for Soil Boring 2 is shown below.
Horizon
Depth
Matrix Color
Texture
Mottles
Other notes
inches
A
0 — 2 in
Brown
Loam
E
2— 15 in
Brownish
Silt Loam
Yellow
Btl
15 — 25 in
Light
Silty Clay
Yellow
Yellowish
Loam
Brown
Btg
25 — 31 in
Dark gray
Silty Clay
Reddish
Loam
Yellow
Bt2
31 — 53 in
Brownish
Silty Clay
Light Gray
Yellow
Loam
Bt3
53 — 62 in
Brownish
Silty Clay
Light Gray
Yellow
BC
62 — 72 in
Dark Red
Silty Clay
Yellow, Light
Clay Lenses
Loam
Gra
C
72 — 98 in
Dark Red
Silt Loam
Light Gray
Clay Lenses,
Coarse
Fragments
Crl
98 — 102 in
Dark Red
Silt Loam
Light Gray
Coarse
Fragments
Cr2
102 — 105 in
Dark Red
Silt Loam
Coarse
Fragments
AR
105 in
Auger
Refusal
Page 3 of 4

Each storm water device has different requirements with regard to in-situ soils. Under current
regulations, the bottom of any bioretention basin must be a minimum of two feet above the
seasonal high water table. Current NC-DWR regulations also stipulate that an underdrain
must be installed in a bioretention basin if soils underlying the structure have a drainage rate
of less than 2 in/hr. S&EC made no attempt to measure soil saturated hydraulic conductivity
(Ksat) in the underlying soil at this time but, due to the underlying horizons, S&EC believes
that the hydraulic conductivity would be less than 2 in/hr.
Soil & Environmental Consultants, PA is pleased to be of service in this matter and we look
forward to assisting in the successful completion of the project. If requested, S&EC can meet
on-site with NC-DWR to discuss our findings and recommendations. Please feel free to call
with any questions or comments.
Sincerely,
Soil & Environmental Consultants, PA
Ricky Pont,
NC Licensc
Page 4 of 4
e12,
Jacob McGaughey
Soil Scientist in Training

PROXIMATE
P LOCATION
01
S ORI NG 2
NO WT 10511
GRAPHIC SCALE
1"=50'
50' 0 50'
LEGEND
0 SOIL BORING LOCATION
Lef4allyiMILVOIA
Project: Project No.: 13552.5!
CC E P LOT # I S H F Project Draw n
Manager:
RP JM
Soil & Environmental Consultants, PA ovation Tient: GEOTECIINOLOGIE5, Scale: Field Work:
LEE CO., HCI" = 50' JM
8412 Falls of Neuse Rd., Suite 104 • Raleigh, North Carolina 27615 • www.SandEC.com
beet 1 t1e: Sheet No.:
Phone: [phone] •Fax: [phone]
S H WT MAP I of