20091339 Ver 1_Stormwater Info_20100421

GREEN ENGINEERING, P.L.L.C.
Engineers/Plan ners/Surveyors
1708 Trawick Road, Suite 105
Raleigh, North Carolina 27604
Telephone [phone] Fax [phone]
TO NCDENR
Division of Water Quality
2321 Crabtree Blvd, Suite 250
Raleigh, NC 27604
WE ARE SENDING YOU: FX Attached El
Shop Drawings Prints
Copy of letter Change order ?
lb°I--13301
LETTER OF TRANSMITTAL
Date 4/21/10 JOB NO. CIDA / 09-145
ATTENTION
Annette Lucas, PE
RE:
Reser's Fine Foods Tortilla Plant-Phase I
STORM WATER MANAGEMENT
Response to Comments
Under separate cover via
the following items:
Plans ? Samples ? Specifications
COPIES DATE NO. DESCRIPTION
1 4/21/10 1 Reser's Fine Foods Phase I revised plan sheets
1 4/21/10 2 Storm Water Calculations 4Z

1
4/21/10
3 I

21
Soils Letter r= An 04 P.M
1 4/21/10 4 Reponse to Comments letter APR 1 2010
DEW - V km*{juwry

THESE ARE TRANSMITTED as checked below:
?X For approval ?Approved as submitted ?Approved as noted Resubmit -copies for approval 11 Return -corrected prints
For your use ?X Review and comment E] As requested Submit copies for distribution Returned for corrections

?FOR BIDS DUE 20 ? PRINTS RETURNED AFTER
LOAN TO US
REMARKS:
Please find the enclosed package as our response to comments dated 4/15/10
Please call with any additonal information request or questions you may have.
COPY TO
SIGNED gu A?
Michael Novak, PE
If enclosures are not as noted, kindly notify us at once.
April 19, 2010
Attention: Mr. Ian McMillan
Acting Supervisor
SUBJECT: Reply to comments on
Halifax County Industrial Park Reser's Fine Foods
Quankey Creek [030208, 23-30, C]
PN: CIDA 09-145
Dear Mr. McMillan,
We offer the following response to the Halifax County Industrial Park Reser's Fine
Foods comments prepared by your office dated April 15th 2010:
Comment No. 1: Please address the following issues concerning the wet detention pond:
a. Please correct the inconsistencies between the invert and water
level elevations provided in the Supplement Form and the
various plan and profile sheets.
b. The drainage area size stated on the plans is 12 acres, but on
the supplement form it is stated as 10.1 acres.
c. Please specify the sizes and spacing of plants on the vegetated
shelf planting plan.
d. Please provide a complete depiction of all outlet devices on a
single plan sheet.
e. A soils report documenting the level of the SHWT must be
included. If the SHWT is more than six inches below the top of
the permanent pool, then a liner must be constructed or
compacted such that the infiltration rate is no more than 0.01
in/hr.
f. A signed and notarized Operation and Maintenance Agreement
must be provided.
Response No. 1: As follows:
a. The elevations have been revised.
b. The drainage area on the plans has been revised to match
the supplement form.
C. The sizes and spacing of planting on the vegetated shelf
have been added to the landscaping plan.
d. The outlet device details have been included on the
associated wet pond plans.
e. The soils report has been included.
f. A signed and notarized Operation and Maintenance
Agreement has been included with this submittal.
RACIDA\09145\Office\Coannent a n d Response Leter 4-19-IO.doc G R E E N E N G I N E E R I N G, P L L C
WATER, WASTEWATER SURVEYING, PLANNING, PROJECT MANAGEMENT
303 N. GOLDSBORO ST. PO BOX 609 WILSON N.C. 27893 TEL [phone] FAX [phone] WWW.GREENENGINFERING.COM
Comment No. 2: Please provide a Level Spreader Supplement Form with the Required
Items Checklist and all required items for the level spreader and
vegetation filter strip. The vegetated filter strip must be a minimum of 30
feet in width. The first 10cfs of the 10-year storm flow from the wet
detention pond must be directed to the LS-VFS system and the remainder
should be bypassed.
Response No. 2: A Level Spreader Supplement Form has been provided along with the
plans and calculations. The outlet for the LS- VFS has been revised to
show the first 10 cfs directed to the LS-VFS.
Comment No. 3: For the conceptual storm water plan on the future phases of this site,
please provide a calculation of the anticipated water quality volume (for
the one-inch storm) and an assurance that the areas that have been
reserved for BMPs will provide an adequate storage volume.
Response No. 3: Required storage volumes have been added to the plans showing future
areas reserved for BMPs.
We trust that the foregoing responses will be sufficient for you to complete your review.
Should you need additional information, please advise.
Respectfully,

Michael Novak, PE
MN/jlo
RACIDA\09145\office\Comment and Response Leter 4-19-I Moe
•
Reser's Fine Foods Halifax
Tortilla Plant -Phase 1
Storm Water Calculations
1.S
APR
? ? zc fc
Located in:
Halifax CounNorth Carolina
Et
Prepared by:
Green Engineering, PLLC
March 5, 2010
Rev: April 21, 2010
C
RACIDA\09145\Engineering\DWQ Calcs Cover&Nwra ive.doc I
• NARRATIVE
The Reser's Fine Foods Halifax Tortilla Plant Expansion project consists of the demolition of an
existing building and parking area and the construction of the first phase of the proposed
building, parking area, and associated grading, utility and storm water instillation. The storm
water will consist of a storm drain collection system that will outlet to a proposed Wet Pond
designed for 85% TSS removal and sized to handle the first phase of the expansion and
additional expansion to be done in the future.
•
•
R:\CIDA\09145\Engineering\DWQ Cales Cover&Nanative.doc 2
CTI
CONSULTANTS INC
4'01?
April 21, 2010
Reser's Fine Foods
15570 SW Jenkins Rd.,
Beaverton, OR 97006
Attn: Mr. Rick Yeo
Reference: Reser's Food Expansion
Retention Pond
Initial Assessment of Shallow Water Table - Revised
Rick,
1601 East Geer Street, Unit E
Durham, NC 27704
Tel: [phone]
Fax: [phone]
A letter from the North Carolina Department of Environment and Natural Resources dated April 15, 2010 was forwarded to
our attention with a request to respond to item IE. Specifically, the required information pertains to the seasonal high water
table elevation relative to a planned permanent pool elevation of EL 129 MSL. We were also provided the original
geotechnical report performed by S&ME (dated April 14, 2000) that indicated 24 hour groundwater elevations of EL 128.5 -
129.5 MSL in the general vicinity of the actual pond. No specific measurements of groundwater elevation have been
observed or recorded by CTI.
Sincerely, `C;???,°??'?r
SEAL T°°;
035555
41
Chuck nior Engineer en, P.E. `?/f E t f f,
Se
CC: File
File Path: 0:\E23\Projects\Ac6ve\23-112 Reser's Food Expansion\Correspondence\23-112 Groundwater at SWM Facility - Revised.docx
CHANTILLY, VA ¦ RICHMOND, VA ¦ ROCKVILLE, MD ¦ CHARLOTTESVILLE, VA ¦ BALTIMORE, MD
BLACKSBURG, VA ¦ NORFOLK, VA ¦ WINCHESTER, VA ¦ RALEIGH / DURHAM, NC ¦ FAYETTEVILLE, NC
Geotechnical Engineering ¦ Testing & Inspection ¦ Quality Control ¦ Environmental Services
Code Compliance & Specialty Services
Permit No
III. ?REQl2ED ITEMS CHECKLIST
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
1J?_ 1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
- High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
alp 1 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
YIP 2 3. Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
?N CC,2- 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
W'P 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
Imp 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
_ 7. The supporting calculations.
Cb4
J?A.Ln? W 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
(0v
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
C 014 soil maps are not an acceptable source of soils information.
0
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
Permit No
(to be provided by DWQ)
G
0 A W A r f;,?
NCDENR
G -?
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 1/1) must be printed, filled out and submitted along with all of the required information.
L P OJECT INFORMATION -
Project name Res?cs Hqm Lpansion
Contact person Leu Green
Phone number 252-2375365
Date 411412010
Drainage area number Phase 1--DA for WQ Area#1 I Phase II&III-DA for WQ Area #1
IL pESIGN INFORMATION -
?
Site Characteristics -
Drainage area 435,600 ft2
Impervious area, post-development 435,600 fe
% impervious 100.00%
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
orage Volume: SA Waters
5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume requirec
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
1]
41,796 ft3 OK
101,713 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
N (Y or N)
1.2 in
0.50 (unitless)
0.90 (unitless)
0.05 in/hr OK
6.50 ft3/sec
19.72 ft3/sec
13.22 ft3/sec
133.50 fmsl
129.00 fmsl
128.50 fmsl
129.50 fmsl
128.50 fmsl
124.00 fmsl
123.00 fmsl
1.00 It
Y (Y or N)
133.5 fmsl OK
Form SW401-Wet Detention Basin-Rev-8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)
II, D Gh " RMATION
Surface Areas
Orea, temporary pool 25,2'6 fh
Area REQUIRED, permanent pool 13 504 fe
SAIDA ratio 3.10 (unitless)
Area PROVIDED, permanent pool, jenpwl 14,457 ft OK
Area, bottom of 1 Oft vegetated shelf, A t Shed 12,173 ft2
Area, sediment cleanout, top elevation (bottom of pond), & pond 6,405 fe
Volumes
Volume, temporary pool 101,713 ft3 OK
Volume, permanent pool, Fenpcol 54,003 ft3
Volume, forebay (sum of forebays if more than one forebay) 11,120 ft3
Forebay % of permanent pool volume 20.6%% OK
SA/DA Table Data
Design TSS removal 85 %
Coastal SAIDA Table Used; N (Y or N)
Mountain/Piedmont SAIDA Table Used' Y (Y or N)
SAIDA ratio 3.10 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b N (Y or N)
Volume, permanent pool, pen pwl 54,003 ft3
Area provided, permanent pool, 4eenpwi 14,457 ftz
Average depth calculates ft Need 3 ft min.
Average depth used in SAIDA, q, (Round to nearest 0.5ft) ft
Calculation option 2 used? (See Figure 10-2b Y (Y or N)
Area provided, permanent pool, jerm_pod 14,457 W
Area, bottom of 1011 vegetated shelf, Aot_shelf 12,173 fe
Area, sediment cleanout, top elevation (bottom of pond), &t,.d 6,405 fe
0 "Depth" (distance b/w bottom of 1011 shelf and top of sedimem 4.50 It
Average depth calculates 3.90 ft OK
Average depth used in SA/DA, qv, (Round to nearest 0.5ft) 4.0 ft OK
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular;
Area of orifice (if-non-circular)
Coefficient of discharge (Co)
Driving head (K)
Drawdown through weir?
Weir type
Coefficient of discharge (Ca)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
pures all runoff at ultimate build-out?
0ain mechanism for maintenance or emergencies is:
Y (Y or N)
4.00 in
in'
0.65 (unitless)
0.53 ft
N (Y or N)
(unifless)
(unitless)
ft
It
6,50 ft3/sec
19.72 ft3/sec
0.46 ft3lsec
3.30 days
OK, draws down in 2-5 days.
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 OK
3.0 :1 OK
Y (Y or N) OK
1,O ft OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
PUMP OUT
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 2 of 2
Permit Number:
(to be provided byDWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
•
?J
I will keep a maintenance record on this BMP. This maintenance record will be kept ul 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 removal efficiency of the BNM.
The wet detention basin system is def reed as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one)
Q does ? does not incorporate a vegetated filter at the outlet.
This system (check one):
does Q does not incorporate pretreatment other than a forebay.
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
flushirig 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 resent. Remove the trash debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
rVegeta Eionis too shorE or too Maintain vegetation at a height of
approximately six inches.
Form 'SW401-Wet Detention Basin O&M-RevA
Page 1 of 4
•
•
•
Permit Number:
(to be provided by DYYQ)
Drainage Area Number
RMP element: Potential problem; How I will remediate the problem:
The inlet devices pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe,
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage, dispose of it in a location where it
will not cause impacts to streams or
the BMP.
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
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. 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.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4
Page 2 of4
Permit Number:
(to be provided by DTFQ)
Drainage Area Number:
BMP element: Potential problem: How l will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
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 Division .of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 130.00 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 131.00 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
Ull in the blan1 )
V Permanent Pool Elevation 129.00
Sediment Removal .. 131,00 Pe anen Pool
----------------- Volume Sediment Removal Elevation 124.00 Volume
Bottom Elevatio 126.00 -ft Min. ----------------------------- ---- ------
Sediment Bottom Elevation 123.00 1-ft lV to
Storage Sedimer
FOREBAY MAIN POND Storage
0
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of4
•
A
Permit Number:
(to be provided by DN?O)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project nartte:RESER'S FINE FOODS-SITE EXPANSION
BMP drainage area numberTHASE I-DA FOR WO AREA#1/PHASE II&III-DA FOR
WQ AREA#l.
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, St-.rt,4-1 s . 1-?clk,-, --Iilr , a Notary Public for the State of
cN'I-C-? , County of do hereby certify that
P (_ t v'r personally appeared before the this t G "
day o f A-P c- ? L 2 a t o , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
SEAL
A
My commission expires k Ararct+ , zo 13
Form SW401-Wet Detention Basin O&M-Rev.4
Page 4 of 4
Print name:Paul Leavv
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
W&I- W P 1 1. Plans (1" 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
t
2. Plan details (1" = 30' or larger) for the level spreader showing:
Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
O 2 3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
1_ 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
P WP I 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
_" 6. The supporting calculations.
1110,?Nl COV 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
_PaVA _hL I V,_ 8. A copy of the deed restrictions (if required).
E
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev. 5 Part III, page 1 of 1
of wArE9
LTM.WA
y r
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
L PROJECT I FOR ATION
Project name Resers Plant Expansion
Contact name Leo Green
Phone number 252-237-5365
Date 4114/2010
Drainage area number
Phase I-DA for WQ Area#1 / Phase II$III-DA for WQ Area #1
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Wet Pond
Drawdown flow from the BMP 0.46 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area ft2 Do not complete this section of the worksheet.
Impervious surface area ft2 Do not complete this section of the worksheet.
Percent impervious % Do not complete this section of the worksheet.
Rational C coefficient Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the worksheet.
Time of concentration min
ainfall intensity, 10-yr storm in/hr Do not complete this section of the worksheet.
IF k flow from the 10-yr storm cfs Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N (Y or N)
To a filter strip or riparian buffer? Y (Y or N)
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 30.00 ft
Width of dense ground cover 0.00 ft
Width of wooded vegetation 0.00 ft
Total width 30.00 ft
Elevation at downslope base of level lip fmsl
Elevation at top of bank of the receiving water fmsl
Slope (from level lip to to top of bank) %
Are any draws present? (Y or N)
Level Spreader Design
Forebay surface area sq It No forebay is needed.
Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? (Y or N)
Length based on the 10-yr storm? (Y or N)
Length based on the BMP discharge rate? Y (Y or N)
Ign flow 0.46 cfs
bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and Il. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
s the bypass discharge through a wetland?
Wes the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
130.00 ft #VALUE!
Y (Y or N) This will require a variance if the filter strip is a protected riparian buffer.
(Y or N)
(Y or N)
ft
ft
ft
ft
cfs
• •
I?-- W
s
t ? Y' 1
M M
B
E
L?I
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and Il. Design Summary, page 2 of 2
Hydraflow Table of Contents
Pond.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Wednesday, Apr 21, 2010
*Watershed Model Schematic .................................................................
Hydrograph Return Period Recap ................................................................... 2
2 - Year
Summary Report .............................................................................................................. 3
Hydrograph Reports ........................................................................................................ 4
Hydrograph No. 1, SCS Runoff, Proposed Runoff ........................................................ 4
Hydrograph No. 2, Reservoir, Expansion Pond ............................................................. 5
Pond Report - Expansion Pond ................................................................................. 6
10 - Year
Summary Report .............................................................................................................. 7
Hydrograph Reports ........................................................................................................ 8
Hydrograph No. 1, SCS Runoff, Proposed Runoff ........................................................ 8
Hydrograph No. 2, Reservoir, Expansion Pond ............................................................. 9
100 - Year
Summary Report ............................................................................................................ 10
Hydrograph Reports ...................................................................................................... 11
Hydrograph No. 1, SCS Runoff, Proposed Runoff ...................................................... 11
Hydrograph No. 2, Reservoir, Expansion Pond ........................................................... 12
0
Watershed Model Scheme PowHydrographsExtensionforAutoCAD®Civil3D®2008byAutodesk,Inc.v6.052
Runoff
xpansion Pond
Legend
Ori in Description
SCS Runoff Proposed Runoff
Reservoir Expansion Pond
Project: Pond.gpw
Wednesday, Apr 21, 2010
Hyd rog rap h Return Perio0ydraRel dropraphs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hydrograph Inflow Peak Outflow (cfs) Hydrograph
type
(origin) Hyd(s)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr description
1
2 SCS Runoff
Reservoir -----
1 ------
------- 41.35
30.33 -------
------ -------
------- 66.92
59.84 -------
------- -------
------- 111.13
87.17 Proposed Runoff
Expansion Pond
Proj, file: Pond.gpw Wednesday, Apr 21, 2010
H yd rog ra p h Summary Re, ?Dfiow Hydrographs Extension for AutoCAD® Civil 3D0 2008 by Autodesk, Inc. v6.052
d. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 41.35 3 717 106,413 ------ ----- ----- Proposed Runoff
2 Reservoir 30.33 3 723 65,581 1 131.89 52,537 Expansion Pond
Pond.gpw Return Period: 2 Year Wednesday, Apr 21, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2008 by Autodesk, Inc. v6.052
llyd. No. 1
Proposed Runoff
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 3 min
Drainage area = 10.000 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.36 in
Storm duration = 24 hrs
4
Wednesday, Apr 21, 2010
Peak discharge = 41.35 cfs
Time to peak = 717 min
Hyd. volume = 106,413 cuft
Curve number = 98
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.20 min
Distribution = Type II
Shape factor = 484
Proposed Runoff
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
50.00
40.00
30.00
20.00
10.00
0 00
0 180 360 540 720 900 1080 1260
Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Oyd. No. 2
Expansion Pond
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval 3 min
Inflow hyd. No. = 1 - Proposed Runoff
Reservoir name = Expansion Pond
Storage Indication method used
Q (cfs)
50.00
0
40.00
Expansion Pond
Hyd. No. 2 -- 2 Year
5
Wednesday, Apr 21, 2010
Peak discharge = 30.33 cfs
Time to peak = 723 min
Hyd. volume = 65,581 cuft
Max. Elevation = 131.89 ft
Max. Storage = 52,537 cuft
30.00
20.00
10.00
0.00

Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 00
0 180 360 540 720 900 1080 1260 1440 1620
Time (min)
Hyd No. 2 Hyd No. 1 Total storage used = 52,537 cuft
Pond Report
6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Wednesday, Apr 21, 2010
Pond No. 1 - Expansion Pond
OPond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 129.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 129.00 14,457 0 0
1.00 130.00 17,754 16,076 16,076
2.00 131.00 19,515 18,626 34,701
3.00 132.00 21,357 20,427 55,128
4.00 133.00 23,281 22,310 77,438
5.00 134.00 25,286 24,274 101,713
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [Bl [C] [D]
Rise (in) = 30.00 0.00 0.00 0.00 Crest Len (ft) = 24.00 0.00 0.00 0.00
Span (in) = 30.00 0.00 0.00 0.00 Crest El. (ft) = 131.35 0.00 0.00 0.00
No. Barrels = 2 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 127.60 0.00 0.00 0.00 Weir Type = Riser --- ---
Length (ft) = 60.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.66 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (cc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table

tage Storage Elevation Clv A
O Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 129.00 0.00 - - -- --- 0.00 --- -- --- -- --- 0
000
1.00 16,076 130.00 20.32 oc -- --- --- 0.00 --- --- --- --- -- .
0
000
2.00 34,701 131.00 20.32 oc --- -- --- 0.00 --- --- - --- --- .
0
000
3.00 55,128 132.00 41.88 oc --- --- --- 41.88 --- --- --- --- -- .
41
88
4.00 77,438 133.00 93.42 is --- -- --- 93.42s --- --- --- --- --- .
93
42
5.00 101,713 134.00 106.38 is -- --- --- 106.36s --- --- --- --- --- .
106.36
00
1
Hyd rog rap h Summary ReJ?Rfliiw Hydrographs Extension for AutoCADO Civil 3D® 2008 by Autodesk, Inc. v6.052
Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 66.92 3 717 175,689 ----- ----- ---- Proposed Runoff
2 Reservoir 59.84 3 720 134,857 1 132.18 59,009 Expansion Pond

Pond.gpw Return Period: 10 Year Wednesday, Apr 21, 2010
8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Wednesday, Apr 21, 2010
Oyd. No. 1
Proposed Runoff
Hydrograph type = SCS Runoff Peak discharge = 66.92 cfs
Storm frequency = 10 yrs Time to peak = 717 min
Time interval = 3 min Hyd. volume = 175,689 cuft
Drainage area = 10.000 ac Curve number = 98
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6.20 min
Total precip. = 5.40 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs
70.00
?.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
M O 00
0 180
to - Hyd No. 1
360 540 720 900 1080
1260
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Oyd. No. 2
Expansion Pond
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 3 min
Inflow hyd. No. = 1 - Proposed Runoff
Reservoir name = Expansion Pond
9
Wednesday, Apr 21, 2010
Peak discharge = 59.84 cfs
Time to peak = 720 min
Hyd. volume = 134,857 cuft
Max. Elevation = 132.18 ft
Max. Storage = 59,009 cult
Storage Indication method used.
Expansion Pond
Q (cfs) Hyd. No. 2 --10 Year Q (cfs)
70.00
?.00
50.00
40.00
30.00
20.00
10.00
0.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 180 360 540 720 900 1080 1260 1440
Time (min)
0 -
Hyd No. 2 Hyd No. 1 'Total storage used = 59,009 cuft
10
Hyd rog ra p h Summary ReJ?Dfiow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 111.13 3 717 296,061 ------ ----- ---- Proposed Runoff
2 Reservoir 87.17 3 720 255,229 1 132.73 69,992 Expansion Pond
Pond.gpw Return Period: 100 Year Wednesday, Apr 21, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Oyd. No. 1
Proposed Runoff
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 3 min
Drainage area = 10.000 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.94 in
Storm duration = 24 hrs
11
Wednesday, Apr 21, 2010
Peak discharge = 111.13 cfs
Time to peak = 717 min
Hyd. volume = 296,061 cuft
Curve number = 98
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.20 min
Distribution = Type II
Shape factor = 484
Proposed Runoff
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
120.00
0.00
80.00
60.00
40.00
20.00
0.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 180 360 540 720 900 1080 1260
Hyd No. 1 Time (min)
12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Oyd. No. 2
Expansion Pond
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 3 min
Inflow hyd. No. = 1 - Proposed Runoff
Reservoir name = Expansion Pond
Storage Indication method used.
Q (cfs)
120.00
(0-00
80.00
Expansion Pond
Hyd. No. 2 --100 Year
Wednesday, Apr 21, 2010
Peak discharge = 87.17 cfs
Time to peak = 720 min
Hyd. volume = 255,229 cuft
Max. Elevation = 132.73 ft
Max. Storage = 69,992 cuft
60.00
40.00
20.00
0.00
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 180 360 540 720 900 1080 1260 1440 1620
41 Hyd No. 2 --- Hyd No. 1 Total storage used = 69,992 cuft Time (min)
Hydraflow Table of Contents
Pond drawdown.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Wednesday, Apr 21, 2010
.Watershed Model Schematic ....................
Hydrograph Return Period Recap ................................................................... 2
1 - Year
Summary Report .............................................................................................................. 3
Hydrograph Reports ........................................................................................................ 4
Hydrograph No. 1, SCS Runoff, Proposed Runoff ........................................................ 4
Hydrograph No. 2, Reservoir, Expansion Pond ............................................................. 5
Pond Report - Expansion Pond ................................................................................. 6
10 - Year
Summary Report .............................................................................................................. 7
Hydrograph Reports ........................................................................................................ 8
Hydrograph No. 1, SCS Runoff, Proposed Runoff ........................................................ 8
Hydrograph No. 2, Reservoir, Expansion Pond ............................................................. 9
OF Report ....................................................................................................... 10

•
Watershed Model S c h e m RAPow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Runoff
xpansion Pond
Legend
1dd.2rigin Description
SCS Runoff Proposed Runoff
Reservoir Expansion Pond
Project: Pond drawdown.gpw
Wednesday, Apr 21, 2010
2
Hydrograph Return Perioddra Rflow y ro rae,ca
yphs Extension for AutoCADO Civil 3D® 2008 by Autodesk, Inc. v6.052
d. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
type
(origin) Hyd(s)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr description
1
2 SCS Runoff
Reservoir ------
1 11.17
0.395 ---
------ -------
------ -------
------ 66.92
10.01
-- --- ______
-------
------- Proposed Runoff
Expansion Pond
Proj. file: Pond drawdown.gpw Wednesday, Apr 21, 2010
Hyd ro g ra p h Summary Re,?dr9aflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
d. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 11.17 3 717 26,586 ---- ------ ------ Proposed Runoff
2 Reservoir 0.395 3 825 26,518 1 130.05 17,072 Expansion Pond
Pond drawdown.gpw Return Period: 1 Year Wednesday, Apr 21, 2010
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Wednesday, Apr 21, 2010
Oyd. No. 1
Proposed Runoff
Hydrograph type = SCS Runoff Peak discharge = 11.17 cfs
Storm frequency = 1 yrs Time to peak = 717 min
Time interval = 3 min Hyd, volume = 26,586 cuft
Drainage area = 10.000 ac Curve number = 98
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6.20 min
Total precip. = 0.99 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
12.00
0.00
8.00
6.00
4.00
Proposed Runoff
Hyd. No. 1 -- 1 Year
2.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 .. ' 0.00
0 180 360 540 720 900 1080 1260 1440
Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCADO Civil 3D® 2008 by Autodesk, Inc. v6.052
&yd. No. 2
Expansion Pond
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 3 min
Inflow hyd. No. = 1 - Proposed Runoff
Reservoir name = Expansion Pond
5
Wednesday, Apr 21, 2010
Peak discharge = 0.395 cfs
Time to peak = 825 min
Hyd. volume = 26,518 cuft
Max. Elevation = 130.05 ft
Max. Storage = 17,072 cuft
Storage Indication method used.
Q (cfs)
12.00
0.00.
8.00
6.00
4.00
2.00
Expansion Pond
Hyd. No. 2 -- 1 Year
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 0.00
0 540 1080 1620 2160 2700 3240 3780 4320 4860
0 - Hyd No. 2 Hyd No. 1 Total storage used = 17,072 CA Time (min)
Pond Report s
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Wednesday, Apr 21, 2010
Pond No. 1 - Expansion Pond
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 129.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 129.00 14,457 0 0
1.00 130.00 17,754 16,076 16,076
2.00 131.00 19,515 18,626 34,701
3.00 132.00 21,357 20,427 55,128
4.00 133.00 23,281 22,310 77,438
5.00 134.00 25,286 24,274 101,713
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 16.00 4.00 0.00 0.00 Crest Len (ft) = 4.18 0.00 0.00 0.00
Span (in) = 16.00 4.00 0.00 0.00 Crest El. (ft) = 131.25 0.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 127.70 129.00 0.00 0.00 Weir Type = Riser --- --- ---
Length(ft) = 45.00 2.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.52 0.01 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00
40
Stage (ft)
5.00
134.00
133.00
132.00
131.00
130.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge Elev (ft)
129 00
NW 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00
........ Total Q Discharge (cis)
Hyd rog rap h Summary Rd°flow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
d. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 66.92 3 717 175,689 ------ ------ ------ Proposed Runoff
2 Reservoir 10.01 3 732 175,622 1 133.75 95,654 Expansion Pond
Pond drawdown.gpw Return Period: 10 Year Wednesday, Apr 21, 2010
8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
eyd. No. 1
Proposed Runoff
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 3 min
Drainage area = 10.000 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.40 in
Storm duration = 24 hrs
Wednesday, Apr 21, 2010
Peak discharge = 66.92 cfs
Time to peak = 717 min
Hyd. volume = 175,689 cuft
Curve number = 98
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.20 min
Distribution = Type II
Shape factor = 484
Proposed Runoff
Q (cfs) Q (cfs)
Hyd. No. 1 -- 10 Year
70.00
0.00
50.00
40.00
30.00
20.00
10.00
0.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 180 360 540 720 900 1080 1260
Hyd No. 1 Time (min)
Hydrograph Report 9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Oyd. No. 2
Expansion Pond
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 3 min
Inflow hyd. No. = 1 - Proposed Runoff
Reservoir name = Expansion Pond
Wednesday, Apr 21, 2010
Peak discharge = 10.01 cfs
Time to peak = 732 min
Hyd. volume = 175,622 cuft
Max. Elevation = 133.75 ft
Max. Storage = 95,654 cuft
Storage Indication method used.
Expansion Pond
Q (cfs) Q (cfs
Hyd. No. 2 --10 Year )
70.00
ap. 00
50.00
40.00
30.00
20.00
10.00
0.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 360 720 1080 1440 1800 2160 2520 2880 3240
Hyd No. 2 -- Hyd No. 1 Total storage used = 95,654 Cuft Time (min)
Hydraflow Rainfall Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Wednesday, Apr 21, 2010
•
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 -------
2 73.8799 13.2000 0.8898 ------
3 0.0000 0.0000 0.0000 ------
5 0.0000 0.0000 0.0000 ----
10 73.6182 12.6000 0.8089 --------
25 0.0000 0.0000 0.0000
50 0.0000 0.0000 0.0000 -------
100 53.5817 9.0000 0.6512 -----
File name: Halifax.IDF
Intensity = B / (Tc + D)^E
•
Return
Period Intensity Values (in/hr)
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.59 4.50 3.79 3.27 2.89 2.59 2.35 2.15 1.99 1.85 1.73 1.62
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10 7.24 5.91 5.03 4.40 3.92 3.54 3.24 2.98 2.77 2.59 2.44 2.30
25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
100 9.61 7.87 6.76 5.98 5.39 4.93 4.56 4.25 3.99 3.76 3.57 3.40
Tc = time in minutes. Values may exceed 60.

C
. uic panic. pain IC. G
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour 0.99 3.36 0.00 0.00 5.40 0.00 0.00 8.94
SCS 6-Hr 0.50 2.41 0.00 0.00 3.55 0.00 0.00 5.77
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
*.MINIMUM VOLUME REQUIREMENTS
V=3630*Rp*Rv*A
RD=DESIGN STORM RAINFALL DEPTH
Rv=0.05+0.9" I A
A=WATERSHED AREA
IA=IMPERVIOUS AREA FRACTION
RD= 1.2 INCHES
A= 10.1 ACRES
IA= 100 %
Rv= 0.95
V= 41,796 CF
•
•
•
•
' :1 f;??iuTiF. zat . trar,e (za?irt l tt)
)rl9tli. 1 istan'r.IjUk,tFen}.F,tic rit cE`A: !lfi an,_11:ottorn t,C'
but <fa.u w a f, c u -A at bottom vf -11F If (iaxrliidr; ndizix
s lrrkiYx'?,t Sutl,aa i nu-ea at perrnanentpool ?(Includc's main
S'rfa e area gat bOtto r 1 0f-pot.+I e, xelaarling se4irn
' oI17Trt co f pet-man cttt pool (ii-ichudes main
FcrebayB Ina
Se dint 1,10 (ft)
Un.3 , fareE y( )) (fv'
ut 5tolage (inriiapoIld or1lt) tai
f re ay (s) exclude:' .,e lulent) (fO).
OPTION 2
ABOT SHELF= 12,173
APERM POOL= 14,457
DEPTH = 4.5
ABOT POND = 514055
D AVG= 3.9
(FROM ABOVE)
0
ANTI FLOAT CALCULATIONS
WATER 62.4 LBS/CF
CONCRETE 145 LBS/CF
RISER SIZE
L= 9.0
W= 3.0
D= 3.75
RISER VOLUME = 101.25
WATER DISPLACEMENT = 6318
FACTOR =1.5 9477
CONCRETE NEEDED = 65.36
ADDITIONAL 1.0' SQUARE
CONCRETE PAD AREA = 55
• DEPTH NEEDED = 1.19
ANTI FLOAT DIMENSIONS
L= 11.0
W= 5.0
D= 1.19
CF
CF
CF
CF
SF
•
- - - - - - ! I MAP LEGEND :GEND
- _o ,
_ ~ 1 I EXISTING CENTERLINE - PROPOSED CENTERLINI CENTERLINE - - ~ D CENTERLINE - - 1. OBTAIN GRADING PERMIT PRIOR TO BEGINNING CONSTRUCTION.
EXISTING EASEMENT EASEMENT - - - - - - - - - - - - - CONTACT LAND QUALITY BEFORE ANY WORK BEGINS ON THE PROJECT.
, ' 1 - , PROPOSED EASEMENT / D EASEMENT - - - - - - - - - - - - - FAILURE TO DO SO WILL RESULT IN A NOTICE OF VIOLATION. bWNER
~ ; ` ! EXISTING PROPERTY LI ! , PROPERTY LINE - - SHALL MAKE THE NOTIFICATION. W
' ~ 1 ' PROPOSED PROPERTY / ~ , D PROPERTY LINE 2. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES PRIOR ~
,,-'J" _ ~ EXISTING RIGHT-OF-W PROPOSED 9X3 PROPOSED FES 8 - - RIGHT-OF-WAY TO COMMENCING CONSTRUCTION BY CONTACTING ULCO (1 800 OJT
# PROPOSED RIGHT OF CONCRETE RISER D RIGHT-OF-WAY 632-4949). ~
_ (2)-30 ~ RCP PROPOSED BOUNDARY , TOP-131.35 „ D BOUNDARY 3. LOCATE PROPERTY LINES, LIMITS OF DISTURBANCE, AND STOCKPILE ~ SR-1746 WETLANDS LINE LocArloNS. o~
/ INV=127.60 25 Lx15 Wx24 D CL.1 STONE EXISTING WETLANDS LI ' RIPRAP DISSIPATOR PAD j / / / ~ /
/ / ~ / / , / / / / / / / , 4. INSTALL BOTH CONSTRUCTION ENTRANCES PER PLAN. ~ ~0
,j ~ , / / , / , , / / 5. INSTALL SILT FENCING -THE SILT FENCE SHALL BE PLACED DOWNSTREAM OF DISTURBANCE IN AREAS OF SHEET FLOW AND SPOIL
LEGEND D SHALL BE PLACED ON UPSTREAM SIDE OF TRENCH DURING
~ , EXCAVATION ACTIVITIES.
XISTIN N U , M CONTOUR, MAJOR 100- 6. INSTALL TEMPORARY DIVERSIONS AND SEDIMENT BASINS AS SHOWN ON
I ,%j EXISTING CONTOUR, MI / CONTOUR, MINOR --------------101-------------- THE APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE
~ ~ ; PROPOSED CONTOUR, ~ -t T D CONTOUR, MAJOR DEVICES.
/ ! ~r -t ~ PROPOSED CONTOUR, ~ ~ ~ ~ ~ I ; PROPOSED FLOWLINE D CONTOUR, MINOR 101 7. INSTALL STOCKPILE AREAS. Pierces D FLOWLINE g, PERFORM MASS GRADING OPERATION UNTIL COMPLETE. Crossroads
I J ~ ~ , ~ ~ ~ , DIVERSION J o~. o~ o~. o~ o~. v®
x , ` ~ ~ ' % TEMPORARY DIVERSION RY DIVERSION ~-~~~~--r~-~~-~~® 9• STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH
. •e ° EXISTING FENCE / ~ ' % FENCE VEGETATION, PAVING, DITCH LININGS, ETC. ENSURE SEDIMENT IS ` ` x CONFINED AND DOES NOT TRAVEL TO WATERCOURSES.
~ / , ' PROPOSED FENCE FENCE x x ~
LIMITS OF DISTURBAN( 1 , , ~ , DISTURBANCE - - - - - - - - - - - - - 10. ANY DITCHES ERODED OR SCOURED AS A RESULT OF CONSTRUCTION ~
, ~ PROPOSED SILT FENCE ' ' ~ ° • ° ~ ,PROPOSED SILT FENCE SHALL BE RESTORED TO ORIGINAL FORM, REINFORCED WITH SUITABLE 'd LINING, AND SEEDED APPROPRIATELY.
/ °~R~ r PROPOSED CURB & G~ PROPOSED 16 s~ ALUMINUM RIS~R , • , . , DRAINAGE CURB & GUTTER 11. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED VICINITY MAP
EXISTING EDGE OF PA' , , ~IITH 4 ~ ORIFACE AND TRASH, RACK ° : ; EASEMENT EXISTING EDGE OF DIR EDGE OF PAVEMENT COMPLETELY, CALL FOR INSPECTION BY ENVIRONMENTAL INSPECTOR. SCALE: 1"=2000' EDGE OF DIRT PATH
AND 16 ~ OUTLET ° • ~ •~a PROPOSED EDGE OF F D EDGE OF PAVEMENT 12. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCING,
TOP=131.25 ~ ~ ~ PROPOSED 35 L LEVEL D STORM PIPE SEDIMENT BASINS, ETC., AND SEED OUT OR PAVE ANY RESULTING LEGEND asssr BARE AREAS ALL REMAINING PERMANENT EROSION CONTROL DEVICES
INV=127.70 ~ ' ' ' ° PROPOSED STORM PIP ~ _ SPREADER WITH 30 WIDE PROPOSED FLARED EN ~ ° INV-127.3 , ~ P FLARED END SECTION asmsr ~ (SUCH AS VELOCITY DISSIPATERS) SHOULD BE INSTALLED NOW. ~ ~ LIMITS OF DISTURBANCE
° e VEGETATED FILTER STRI 13. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR FINAL SITE
' ~R•' • ; l ~ ~ ' PROPOSED POND I e , , INSPECTION BY ENVIRONMENTAL INSPECTOR. NO EROSION CONTROL SILT FENCE
' PERM. POOL,=129.0 ~ ~ ~ ~ I I' , ` , ' BOTTOM x'123.0 ~ 16" TEE J , - MEASURES MAY BE REMOVED UNTIL APPROVED 8Y LAND QUALITY.
. / t ' - ~ ~ . ° INV=127.38 - O ROCK CHECK DAM
-fir ' ' ' e' ' ` ' ! ' ~ , r ~ , ! i
PROPOSED FES#7 ELEVATIOI
2 -30"~ RCP WITH ° _ e INV-127.3 , ~ ( ~ , , ~ . J , ELEVATION RECAP DIMENSIONS DIMENSIONS DISSIPATER PAD
' / , t''° ° ° a e'>' ~ i DESCRIPTION (2) 19 Lx15 Wx24 D CL.B STONE ~ ,f , ~RIPIION ELEV. DESCRIPTION DIM. DESCRIPTION DIM. FLARED END SECTION
, ° ° ° e'° ° : , ~ RIPRAP DISSIPATOR PAQ . ° ° • ° , ,f J , , ° e ! y , , ~ TOP OF DIKE OF DIKE 134.50 WIDTH OF DIKE 10.0' RISER (RECTANGULAR CONC) 9'x3' ~ INLET PROTECTOR
r ' ' ' ' ~ s
` ~ ° ' PROPOSED 65 L LEVEL Q~~WEIR FLOW , , °°~"a'~•• °J'! NEIR FLOW A (DIKE CL TO RISER CL) 18.3' TRASH RACK ~ CUSTOM SEDIMENT TRAP
; ,SPREADER WITH 30 WIDE N Y SPILLWA / ~ ; , y ~ , ~ EMERGE C AGENCY SPILLWAY OUTLET ~ (2)-30" H
° ° ~ / ,VEGETATED FILTER STRIP , i r I ! ~ / ' ~ ° • ° ' ' STORAGE
~ r • , iTORAGE 132.67 INVERT IN 127,80 ~ DITCH LINER
/ , ° h ° °0 1 ~ , 1 ! 1 , / ~ i ` ~o . I ~ ~ 11l, ~ _ 0t0 STORAGE , ~ , iTORAGE 132.17 INVERT OUT 127.2Q ARC FILTER BERM
, ~ I , , I eR ' , !!r 1 i . ° / r ! 1'r ~ FIRST 1" RAINFALL ~ T 1" RAINFALL STORAGE 130.74 L (LENGTH OF RUN) 46'
I / / ~ ' I eY°. l11
, „ . PERMANENT POOL S / l ' , I 1! I! f viANENT POOL SURFACE 129.00 ANTI-FLOTATION (LxWxH) 1'x5'x1.18
, , 1 ° / 1!! l11 ' ' , I • ° ~ / " SEDIMENT STORAGE / ° e' 1 I l MENT STORAGE 124.00
/ f , I 1 •°e• V l~ 11 l
' ' ' ' ` 'r ~ POND BOTTOM 1 1 ~ / ~ ~ ~ I °°e° / j i !1 / / I ' 'e ° / , / 1 I I D BOTTOM 123.00
r r ~ ~ / , ~ 9 ~ 1 2" WELDED REBAR TRASI ED REBAR TRASH RACK WIDTH OF D I K E
t ~ ° ,,t~ , • ~ , ~ / ON STEEL PLATE BOLTED T( 'LATE BOLTED TO RISER A
PR OSED CULVERT ~ : Y. , ° • / ~ , CLASS 1 RIPRAP SPACED 4" / ~ , , _ ! r~ r rs I ~ • / ~ , ~ r AN11 VORTEX SPACED 4" APART AN1I-VORTEX DEVIC H
~ r ~ 2 X30 ~ RCP ~ ° , , , ; „ ! O I I ,s~~~~'~,,, - - 134.50
U bER FUTURE ROAD ; % ' ~ `t~' , , I , H NCDOT ENDWALL
' 1` ' i ? / ~ i i r TOP OF RISER 131.35 ,DETAIL #838.27 (TYP) ! I / , RISER 131.35 ~ ~
/ ~ I! , / COVERAG'~
' f ~ r' 1 s.oo ~ ! , ' / ~ ! PERMANENT P00~ 2 ANTI-SEEP COLLAR SANDWICHED i P00 12L 9.00 ~ BETGdEEN (2) FLANGES WITH GASKETS
i E / < < ,
I ~ / ~ -.~.-.~t_7-T~_ FES
' 1 ' / 'i ' ! ~ 127.60 ~ , / , ~ ~ ~ ~ RISER INVERT ~ - INVERT 127.60 ~_-~_-.~-Y~.-~-_~z~.,~.~~.,~ _ INV. 127.20
' ~ ` ' ' ' SEDIMENT STORAGE 124.00 ' ~ / PROPOSED r` ~ r'' ' r` POND BOTTOM 123.00 fORAGE 124 ~ ~ 4 OUT 30TTOM 123.00
a / / ~ r! , ~ ' / DRAINAGE; , 1`'r',` ~ OUTSET b 1
~ I ~ EASEMENT . %;1'! ; ' ,
~ FOREBAY " ' ' p ~ i r 60"~ RCP (50'L) / ANTI-FLOTATION BLOCK (11
i ' ~ ~ / ; TO BE INSTALLED AVON BLOCK (11'x5'x1.19') ENC SE LOWER HALF OF ANTI-SEEP COLLAR IN CONCRETE ~ • 5 MIN ANTI-SEEP COLLAR SANDWICHED OVERAGE BETWEEN (2) FLANGES WITH GASKETS
In r I , ~ / , , ~ ! N ~ ~ / 1.0 BELOW EXISTING
o ~ ! ' STREAM GRADE RI. , , RISER BARREL ~ L/2
' , , o ~ / , , , , , , L
~ ~ i ! / / / , ' ~ / i i ' ' ~ / /
c- r , / I RAND L I
~ ~ ' 1' / , , I - I' ~ ' i/ SCALE: NTS
~ rf ' ~ Q ~ , ~ / ' 1 / ~ / ,
T ~ ~ , / , ~ / ! ~ ! ~ ~ I / 1,
u) ~ ~ I ~ ~ ,iii t'i, r 1 /2" WELDED REBAR TRASH RACK g'Lx3'Wx3.75'D
G , ~ r r , i/ i r ~ ~ i 1 / i ~ n ON STEEL PLATE, BOLTED TO RISER CONCRETE RISER
~ - - ' 36 Lx14 Wx18 D OPOSED FES#3 SPACES 4" APART - • ~ 11'x5'x1.18' CONCRETE BASE
! ~ " ' -CLASS 1 RIPRAP o ~ ~ 4291 RCP ~Irl;-_'_
; v WITH 28 Lx11 Wx24 D , ~1~/ 1~~------
1 ! ' ~ CL.1 STONE ' 1111///~ ' 3i'J" RCP PIPE
~ ~ ~ ~ RIPRAP DISSIPATOR PAD -'~r~'I!%' % •m , ~ ~ ,l,1l11~ ,
C ' ~ T ~ - T 1 / ~ Il'l'!'! ! W , ~ , 1 ! 1 / /l!llr;~ / , ! ~ I ~ A WIDTH OF DIKE
~ i _ i I A
16"~ DI PIPE RISER WITH TRASH RACK 134.50
N _ _ . _ _ 134, 0
Y 4"~ DRAW DOWN PIPE - i _ __~_.._.A~ _
~ , ' TOP OF RISER 1 ' o Green En ineerin PLLC , - > - - ~0" RCP PIPE
z ~~,_.w.....__M.__..__u A.__~._._.~~___.. ___..,_~_.m_~v? . _ ~ _ , covERacE ~8" DIP ~vERa~E
W 303 Goldsboro St. E. Wilson NC 27893 ' ar~T-sEE Y e _ , ANr~-sE~P co~~AR saNOwicHE~ VAVVE STEM WITH WALL eETwEEN (z) FIANCES wires cASKLTS~ ~ SUPPORTS, VAVLVE TO 1/2" WELDED REBAR TRASH RACK
~ ~ PH:252-237-5365 Fax [phone] ! S._..~~_._~. .._.~_~.,_._m..~__..__~. _ ..~._a_~_v___..~._m.r._...~___..~..~._m~.!_~ PERMANENT POOL 129.0 ~ " BETWEEU REMAIN CLOSED DURING ON STEEL PLATE, BOLTED TO RISER
NORMAL POND OPERATION
Resers Fine Foods Tortilla Plant Ex ansion ~ a ~ p ~_...r.___..-_ ,._r..__ ...~.F. _.._k.~.~ , w.e_- RISER INVERT 127.65 - ~ ~ SPACES 4" APART INV. 127.38 TEMPORARY POOL 131.35 ' ' ~~m~E 9 Lx3 Wx3.75 D
o .,a._.._._-_._._ a_~~..__._..._._.~__.E. _ _ _ SEDIMENT STORAGE 124.00 ~ - ~
a DRAINAGE AND EROSION CONTROL ...n..._ _....___...._..._..___...__._~._.,....w.._..~~__.__,..._..,_~__~ ._..w._... POND BOTTOM 123.00 ~ OUTLET 4~ CONCRETE RISER PERMANENT POOL 129.0 11'x5'x1.18' CONCRETE BASE
o, March 8, 2010 o -__r ~ . J ! s s 3 ti
1.5' MIN 5' MIN (2)-30" RCP PIPE ~
;VELOCITY DISSIPATORS ANTI-FLOTATION BLOCK (2x2'x1') E CASE LOWER HALF OF ANTI-SEEP COLLAR IN CONCRETE 3 _._~..~~a , __m._ a~. _.~.~,E . .~_m~ OVERAGE
- ~ -SIZE IN SLOPEi Q 10 VELOCITY LENGTH WIDTH.: DEPTH IN ' STONE VERAGE ANl1-SEEP COLLAR SANDWICHED ~ ~ ~~4° °~~~s``~ BETWEEN (2) FLANGES WITH GASKETS ' ' ~°a.~`~1~
m ..-_._.PIPE__._~.~..-~.~...~._ ~-?_----___-~____._r_._ ~ RISER BARRED ~ ' i ° 2$ 11 ~ 24 CLASS 1 FES#3 42 , 075/0 76.9 9 8" DIP AND GATE VALVE EL 127 60 ~ ~ ~
fa~.~_,.~~.___.. . _ ~ .....w.-~,~ r _ _w._.. _ . ~ ~.~.rv FES#7 ? (2) 30 10.30% ~ 76.9_ 6 6~ € ,19 _ 15 24 CLASS B WITH TRASH SCREEN ~ °A.,~';
~ FES#$~~~ I 2 30 0.66%~~~59.9 6.8 25 i 15 24 ~ CLASS 1 ,n-y~.___., M_ ..~_..~.._~-.~_v. _ , _ ~ _ ~ ~~u_.. _-___._v , TO DRAIN POND FOR A 1#~~-h~~°ATE~1~a€ltLsaY
~ -_..r..._~-,a._.._.,._...,.~._,..._,.....„,~.N. . _ J I MAINTENEANCE ~'A1~~aSTO~~It~:„<'.
~ ~~LEVEL SPREADER ~ ~.~,o-..u.~_~.___n, r t f ~ s~µ.___,.__ SCALE: NTS
~ _ x IL t~~-t33q
w~~PIPE ~ SIZE IN y ;SLOPE O 10 ;VELOCITY; LENGTH 13'ICFS ~ I ~ _ _ pU.~M~.~..~~. SCALE: NTS
DRAWDOWN 12 0 05% • 0 5 3.7 7 ~ ____._.,w_._..~__~__.._.. a
REV1.51~1 DATE I'3Y n®1F: Llarrh t4 9(t~1
% 111f1! /a~,.
CRGREEN ENGINEERING RE~`',Efl'S FNE FO()00 PM MA COMMMM 3/19/ JOB NUMBER: 09-145
STOOR"'M WATER FEVEM GRAPHIC SCALES CLIENT CODE: CIDA FIELD BOOK: 842 & 843
r WATER, WASTEWATER, SURVEYING, PLANNING, PROJECT MANAGEMENT " ~ DWp COMUBM 4/21/10 MiN 0 10 20 40 CADFILE: 09145-BM.dwg
n = F . = NORTH CAROLINA FIRM LICENSE: P-0115 OTE EAFANSION WETruow'hlNLj ASCII FILE: PLAN & PROFILE (HORIZONTAL) LAST MODIFIED: 21-Apr-10
303 GOLD360R0 STREET EAST, P.O. BOX 609 WILSON, N.C. 27893 MODIFIED BY: EZ
_VC) TEL[phone] FAX[phone] OFFICE @ GREENENG.COM FAUCETTS TOWNSHIP HALIFAX COUNTY, NORTH CAROI CAROLINA SHEETNo. Wpl of
44-B-080

/ /
~ ~-BmFM- -BmFM-- -'BmFM- OmFM-_ ._q~FA9- /~_BmFA1-- fir-' -pw, N, / / ~ 1 / / / / - ~ / / l ~ / I 0 I A
~ V / i _F ~ / i 1 II
/ /
_ / _ ~ - - / l 1 I
/ / I I ~r ~ / 1 / l 1 ~r / ! / / ~ l / N
/ 1 1 / / I / /
/ 1 / / I/ / ...,,...,y, l / r ~~J
i i l~ j i / / ~ / / / / / r ~ l l I l / / /
I / % / i / i i p/ /i / ~ ~ ~ / / / / / /i / SR-1746
/ , N o~
/ i / / / e.®. / / / ,~o
L..®s.~.~.®.~o® / / / / ~ ' / / /
% / / i ' i/ ~ / / / ~i ~ / / /
/ /
/ / / f 1 / ~ ~ /
/ u ~ / I l / / / 9 / ~ / • ! / /
/ ,-2+ / / s Pierces
1100 ! / I / I / _ 1 f "'-_I Crossroads
i - ~ ~ i- ~ ~ti~. / _ / / M~ s~ I ~~Q] ' / / / ' y• • / l I
V ~ \ / / T 1 I / ~ ~ II I 1 / I I / r~ I 1
~ ~ l I \ I II / ~ ~ r I ~ ~ 1 I I I
j / ~ I I I I ~ / a ~ ~ / I I ' ~ , ~ I it I l
' m ~ , I l / I , I , / c !
/ , / , , , / ~ ~ ~d I O / 11 VICINITY MAP
/ / t ° a e, , I I ~ I T ~ i - ~ I N / ~ 1' SCALE:1 "=2000'
I i l 1 1" II / ' ~ r f
~ l l J l l II 1 / y J) r i/ I / ~ y I v i LEGEND
r .1 ~I \ r 'h m f . `1,.ea~ . ~ I /
e i'e ~ ~ I I \ i / ,d ,s ~ I I \ ® LIMITS OF DISTURBANCE
l / / • ~ • . I I I ! / f I / I , .'V ~ j f 1111 ~I>.
~ ~ ~ ~ l 1 1!! t:_ / / 1 Y• ~~I 11111 ~~k ® SILT FENCE
/ 1 'r' I l il/! / ~ I ~1'~ Ill"l ROCK CHECK DAM
/ / 1 . ~ ~ 1771 / / I 1/111 / / 11 1
/ I rlfff g / ~ / l ~ ~ /Ill/ DISSIPATER PAD
l I \ /1(11 m / / 1// I I l / I 1 I / 1 rl
/ / / / / / / , J / 1 I / I I FLARED END SECTION
/ l r ?~~R / / / ~
INLET PROTECTOR
1/ / / f ~ l 11 ~ / / / / if I l l l ~v 1 1 / I I I 1 ! ~l 1 / I I / I I~ V i r i SEDIMENT TRAP
I f ! I I ~ ~ ~ / 7 I / r l 1 i~~
W / / / / / m f / O I I / /i 1 ~ /i ~ i I ~ / ~ DITCH LINER
l II / / / / I l / / / i
1 ~ ~ II /f 1/1 / l I + ~ 1 1f / / / ARC FILTER BERM
.~..r„~ ` f / ll / l / / I ~ / lfn ~ ~ /
I ~ I ~ / ~ / / / /i J I / \ /1 / ~ / 1oa-- EXISTING CONTOUR, MAJOR --------------log------------- EXISTING CONTOUR, MINOR
I / / / /I / I l / /y i l 1 I ~ / l i j!' PROPOSED CONTOUR, MAJOR
~ ! / ~ I / I / ~ / / / ~ / ~ / ~p~ PROPOSED CONTOUR, MINOR
I 1 I / / i I I / ~ -~-~-~-~--~--~-c-~-~-~- PROPOSED FLOWLINE
; I / / % oo®*o-»•o-o-•o- DIVERSION
~ I ~ ~ / / I ( / / 1 I 1 / TO.,~®.T~-?,~-p~-.~- TEMPORARY DIVERSION
r 1 t ~ / / f ~ ~ / / ~ i X EXISTING FENCE
J I / / ~ / ~ f 1 ~ ll~ / / x x PROPOSED FENCE
\ ILL \ if ~ 1 / / 1 / / ice/// l / / ~ / \ / \ m \ I I / \ / / / / / - - - - - - - - - - - - - LIMITS OF DISTURBANCE • • • • • • PROPOSED SILT FENCE
/ A v~ t / I 1 1 1 / / ~ / PROPOSED CURB & GUTTER
/ 1 I l t „ i I1//.~~_~~ J l / i / l 1 / l/!/ 1/ l I f EXISTING EDGE OF PAVEMENT
/ l 1 l 1 / l1/!/ l/ ~ / l 1 _I - 1 ! / / 1 1 EXISTING EDGE OF DIRT PATH
J 1 ! / l// / / / 1 I 1 1 l i l / q l 1 1 PROPOSED EDGE OF PAVEMENT
/ l 1 i~ I ~///9 / I ~ 1 ~ 1` ////~/l! / / 1 1 i ! i l I 1 36eST PROPOSED STORM PIPE
/ ~ I l i / / / / / / ~ f ~ J ~ / / / J / r / m° f ~ I ~ / 1/ f ~ 11 36BST ~ PROPOSED FLARED END SECTION
~ / / / I i / / / / / / / i I / / t / / lG ! I
i/ ~~vv ll i l /~i Ij~ /l ~ ® II I / / ~ / / / / / / I i i /
/ i vv l /i/ / / / I / / / / 1 / I / i MAP LEGEND
/ / ~ I / / / / / ~ / ~ ~ ~ ~ 1 / / / / ~ ,t;g; ~ ~ - - EXISTING CENTERLINE
~ i 1! ~ / - - PROPOSED CENTERLINE
/ / ~ LL r` ' EXISTING EASEMENT
_---"-1 ~ ' i~ _ _ _ _ PROPOSED EASEMENT
d' l1 II VI I r_, r 1 II II"~-~: /tn 11 f ~ ~ / I - - EXISTING PROPERTY LINE PROPOSED PROPERTY LINE
EXISTING RIGHT-OF-WAY
O
O N E N 140 SECTION 140 PROPOSED RIGHT-OF-WAY PROPOSED BOUNDARY
I TI N 140 140 140 140 ' EXISTING WETLANDS LINE -----j-------~------ -
r ? 'c . i ~ ~ I 1
Q ~ - ~ - ~ ~ E j I i , ~ ®ONaTIA~C110iV SEQUENCE
T ~ I --t--_ I ( _ I 0 i ~ ~ I ~ 1. OBTAIN GRADING PERMIT PRIOR TO BEGINNING CONSTRUCTION.
i ~ ~ ~ I I I ~ , I _L_-___ CONTACT LAND QUALITY BEFORE ANY WORK BEGINS ON THE PROJECT
~ I ~ I ~ ~ 135 ~ 135 FAILURE TO DO SO WILL RESULT IN A NO11CE OF VIOLATION. OWNER SHALL MAKE THE NOTIFICATION.
~ ~ ~ ; ~ , i
FUTURE ROAD I a 135 135 I 135 ~ 135 o - _ ; I _ _ ' 2. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES PRIOR {2)-3 TO COMMENCING CONSTRUCTION BY CONTACTING ULCO (1 800
rn I_:__ - ~ i TOP OF DAM 134.50 . _ _ I -----r-- ! ~ ~ - I ~ - ~ _ - - I_ RCP i ~ ~ CU VE TS I`~- 632-4949).
~ ~ I j ~ ~ _ _ 1 7- ~ ~ { _ ' I _ ~ ~ ~ 3. LOCATE PROPERTY LINES, LIMITS OF DISTURBANCE, AND STOCKPILE
1 li t I ~ ! ~ ' ~~f i I ~ 1 ~ LOCAl10NS.
_ t _ - I i w I ~ - ~'"t' - PO D RISER ~ ~ I _ _ I ~BARY ~i0 CE - - - -
I 130 ~ + - ~ 130 4. INSTALL BOTH CONSTRUCTION ENTRANCES PER PLAN.
~ -30"0 RCP CULVER S ! ' ' 130 SEE DETAI ~ I I ~ 130 = I ( ( ~ ; ~ 130 I 130 FOREBAY I 5. INSTALL SILT FENCING -THE SILT FENCE SHALL BE PLACED DOWNSTREAM OF DISTURBANCE IN AREAS OF SHEET FLOW AND SPOIL
~ ~I o PERM ENT POOL = 129.0 ~ ~ SHALL BE PLACED ON UPSTREAM SIDE OF TRENCH DURING ~ ! EXCAVA110N AC111fl11ES.
Y ~ I ~ - - - - i i ~ ~ ~ ~ I
I I t Q FOREB Y o ~ ~ - ~ _ _ ( I ~ 1 ' _ _ 6. INSTALL TEMPORARY DIVERSIONS AND SEDIMENT BASINS AS SHOWN ON -I 1 THE APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE
z E i I ~ II OUTLEi~ I DEVICES.
Y_ 1 ( i i I _ ~ 125 i 3 125 7. INSTALL STOCKPILE AREAS.
i 'i I a , i A
125 ~ ~ i 125 i 125 125 I ~ i I~ ~ 8. PERFORM MASS GRADING OPERATION UN11L COMPLETE.
I BO OM OF N ~ RMAL POD = 124.0,0 ~ _ ! - - - - ~ _ -f _ ~ _ ~d Ofd = 00- ~1 J 9. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH I VEGETATION, PAVING, DITCH LININGS, ETC. ENSURE SEDIMENT iS
I ~ I I ~ ~ e BOTTOM F SEDIMENT CLEANO T = 123.40 i OTTOM OF SEDIMEN C ANOUT = 123.0 ' CONFINED AND DOES NOT TRAVEL TO WATERCOURSES.
a - _ I ~ ~ ~ ~ r ~ ' ~ 1 ~ s I - _ ~ _ I _ 10. ANY DITCHES ERODED OR SCOURED AS A RESULT OF CONSTRUCTION
o _ ' ~ I ; ( I SHALL BE RESTORED TO ORIGINAL FORM, REINFORCED WITH SUITABLE
I ~ I - ! ~i ' I= I- I i 120 120 LINING, AND SEEDED APPROPRIATELY.
~ ~ I C ! 120 ! 120 120 ~ 120 11. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED
0+00 0+50 1+00 1+25 COMPLETELY, CALL FOR INSPEC110N BY ENVIRONMENTAL INSPECTOR.
m 0+00 0+50 1+00 1+50 2+00 2+50 3+00 0+00 0+50 1+00 1+50 2+00 2+50 12. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCING, SEDIMENT BASINS, ETC., AND SEED OUT OR PAVE ANY RESULTING
BARE AREAS ALL REMAINING PERMANENT EROSION CONTROL DEVICES
m i (SUCH AS VELOCITY DISSIPATERS) SHOULD BE INSTALLED NOW.
0 Q 13. WHEN VEGETAl10N HAS BECOME ESTABLISHED, CALL FOR FINAL SITE
i INSPECTION BY ENVIRONMENTAL INSPECTOR. NO EROSION CONTROL MEASURES MAY BE REMOVED UNTIL APPROVED BY LAND QUALITY.
rn o .
Q 0
p~11lQIf1Al IlA7'G 6!V C1ATG Alerwh tG 9MA
v aer.eenve. rrtev ve vn.• irIw Vle e v A6w~
PER CDA 3/19/10 JOB NUMBER: 09-145
STORMWATER F&EVISM GRAPHIC SCALES CLIENT CODE: CIDA
RES R'S E WATER WASTEWATER, SURVEYING, PLANNING, PROJECT MANAGEMENT 00 II;'k,' FIELD BOOK: 842 & 843 FEVISM PER DWO COMMMM 4/21/10 MJN 0 25 50 1010 CADFILE: 09145-BM.dwg
NORTH CAROLINA FIRM LICENSE: P-0115 SITE EX"PANSION W E T 10 C") N Em 00% E (".0" ~ r 10 N 8 ASCII FILE: PLAN & PROFILE (HORIZONTAL) LAST MODIFIED: 21-Apr-10
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PERMANENT SEEDING SCHEDULE (DAM EMBANKMENT) - - ; - - - -
SEEDING DATE SEEDING MIXTURE APPLICATION RATE ' ~ SR-1746 - ~
TALL FESCUE 200 LBS AC ~ AUG 25-OCT (BEST) / ' o ' ` ~ ~
- I LE ` FEB APR 15 (POSS B ) < t ~ ,
SOIL AMENDMENTS ,-f ~ ~ ,
PLY 4000 LBS AC GROUND AGRICULTURAL ~ ~ ` APPLY LIME AND FERTILIZER ACCORDING TO SOIL TEST, OR AP / ~ ; ' I , , --•p r i ~ t '
/ LIMESTONE AND 1000 LBS AC 10-10-10 FERTILIZER. ' ' r ,
' , ' ' ~ ~ SITE
MULCH ' . ' . , ~ '
APPLY 4000 LBS/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHOR , . r
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS AN ANCHORING TOOL. i ' Pierces
• r • Crossroads ' t / ~
MAINTENANCE m • ~ N~NTER OF THE FOLLOWING YEAR USE SOIL ( / t ~ ,
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE TEST OR APPLY 150 LBS/AC 10-10-10. MOW REGULARLY TO A HEIGHT OF 2-4 INCHES. -
' I ~ ~ ~ ' ' ~
NURSE PLANTS t ° ° ~ ~ o a P f''C t t ' t~~ ~
BETWEEN MAY 1 AND AUG. 15 ADD 15 LBS/AC SUDANGRASS OR 10 LBS/AC GERMAN MILLET. BEFORE MAY 1 ~ ° ° ° ~,;'i ~ • ; o ° ° ? f t,1 ~ ~ ? ~ ~ t 4 0 0 ~ 6 A ~ t'
OR AFTER AUG 15 ADD 40 LBS AC RYE GRASS (GRAIN). ° ° ~ ; ~?.t ~ ° t,;; ° ° n ! 1 o / LL E~ ! , . r o ' o° ~ VICINITY MAP
m i , ' SCALE:1 "=2000' / es
NOTES: ~ - ; : ' . t•~ ~ '
1. PERMANENT SEEDING SCHEDUE IS FOR EXTERIOR SUES OF THE DAM AND INTERIOR SLOPES OF THE DAM - _~.l• ' , r FILL EMBANKMENT TO NAORMAL POOL ELEVATIONS. ~ ' ' ~ • LEGEND ' ' f
( ) ~ s 2. THIS MIX IS USED FROM THE INSIDE TOP OF DAM TO DOWN STREAM TOE OF EMBANKMENT. - ` ? ' t ; ! ~
~.1 l~? r(;~f , t~1t , ??,~t ~ , , ' < ~ • ° °'e=- ° ~ ~ ~ ~ ® ~ LIMITS OF DISTURBANCE
° r 1 r I , • ,•~s s°°~ I ' ~ • • ; e;, . • ! / SILT FENCE
m ° ° ° i ~ r ° ° ~ • • i
0 ° ° % / I ( I j , . PLANTING SCHEDULE , ' ' l ~ ROCK CHECK DAM +
'r ~ t , ~ i ,
SYMBOL COMMON NAME BOTANICAL NAME TOTAL a o . ° ` 1 DISSIPATER PAD
QUANTITY ~ ~ ~ ° ° °
, , / ~ ~ a 4 a ? ~ ° e" ~ ° / FLARED END SECTION
r ~t, ~~l ' ~ r~,~ J + 1
`~~"'t~ ~ URUS HOWELLII 420 ~ t,r i, ~ FOXTAIL ALOPERC ' ~ INLET PROTECTOR
I ~ t ~ r ' ~ ~ ' 1 ~ •1' . / ~'t , ~ ~';=",.~a ~ SEDIMENT TRAP
Itt t 1.~1 1.. , ' ~ ~ • p • BLUE FLAG IRIS IRIS VIRGINICA 450
° , ° ° 1 ' ' ~ ~ • ' ~ % q ~ + ~ DITCH LINER
~ , r , . ;~f ~ t
t LL I / / ° i ARROW ARUM PELTANDRA VIRGINICA 330 m r • ~ ' : ° + I ARC FILTER BERM
: ° " t t too- EXISTING CONTOUR, MAJOR
/ a a , ~ . : • • • ` ~ 1 , --------------101-------------- EXISTING CONTOUR, MINOR
a LIZARD TAIL SAURURUS CERNUUS 360 ~ • a 1 . ?t, ~ , -t I •'.4~.•° • ~ ~ ~ ~ PROPOSED CONTOUR, MAJOR
t t r ? t ~ ° ~ i • . . . , , ~ , • ~ ~ 101 PROPOSED CONTOUR, MINOR
t ' ~ a ° ° ~ ' ' ~ --~-~-~-~-e-e-~-~-~-~- PROPOSED FLOWLINE ~ 1 ' tF!
GRASSED AREAS ! ~ r t,1 I : • , ; , ' o o , ~ ,J~°°~ I ~ ~,,r?tt ° o ° m~c°>•' , ; ~o o~o~.o®.o~.o® DIVERSION
W r ' ??'t ~ o o I ~ I~ ~ ~•m~ro-•~-?~•TO®•~~ TEMPORARY DIVERSION
• EXISTING FENCE •~°'e',:° ° x x x PROPOSED FENCE
1 ' ~ 1 r , t??I ~ ~ ~ , • ° ~ ttr . ' ` • ° ' ~ • ~ ~ ~ LIMITS OF DISTURBANCE
r , Itl, v i r 1 ~ ~ ° • ~ • ~ ~ ~ _ ~ PROPOSED SILT FENCE
~ ~ r I ~ I r i ~ POSED CURB & GUTTER
ATIC ~ ~ ~ • SHALLOW WATER AQU ~ ' + ~ . , . iii IN DG OF PAVEMENT
m r r , ~ , HERBACEOUS ~ r ~ ' I ' r I ~ + : ° • ° ; ; ; EXISTING EDGE OF DIRT PATH
PLANTS r, , , ° , + ' " PROPOSED EDGE OF PAVEMENT
FOXTAIL 4 CUBIC INCH 24 O.C. I . + ° • ° ~ ~ PROPOSED STORM PIPE ~ • e b • % ' ~ i ~ 36aST
BLUE FLAG IRIS CONTAINER - - ARROW ARUM / ~ . ~ ~ ~ • : • / % ; ; ~ ~ ~ 38.31® PROPOSED FLARED END SECTION + J ~ , • ~ ~ / / ' /
LIZARD TAIL / ~ i r' r' I ~ A• / / ~ ~ / + ~ r yr i~ t ~ i , r. ~ r ~ t ~ + t
i r ~ , LL~ ' / ( J / { I
e / , , , ' ~ ~ ~ MAP LEGEND { ~ ~ t I
I, ` - - EXISTING CENTERLINE
PANTING INSTRUCTIONS r • 6RAS,S' ~ ' ' L ~ r ~ ~ ~ , a , r / , ' - - PROPOSED CENTERLINE t ,
~ PLANT SIZE SPACING INSTRUCTIONS ~ ~ ~ / EXISTING EASEMENT + ~ t
M I ' SEEDUNGS A A ' / ' FOXTAIL 24 x24 Optimum seedling depth is 1/8 to 1/4 inch ; , ~ / ~ PROPOSED EASEMENT t , + ~ - - EXISTING PROPERTY LINE
RANDOMLY nil no dee er than ~ inch. Establish before ~ ' • a p fi ` ~I , / , t~ t ~ PROPOSED PROPERTY LINE
® SPACED freezing temperatures or early spring. a ~ ' ' mi I r / t' ~ , ,t, EXISTING RIGHT-OF-WAY ~ , ~ _ _ _ _ PROPOSED RIGHT-OF-WAY
p A I / ~ / BLUE FLAG IRIS INDIVIDUAL PLANTS 24 x24 Plant in spring min 45 to 60 cm between ~ ~ ( ,
o , N RANDOMLY plants. Thin out every three to five years. ~ ~ ~ , , , / ~ PROPOSED BOUNDARY
SPACED Can be planted in fall by seed. ; ~ ( / 0 r N i ' i ~ ~ ~ / , ' ~ EXISTING WETLANDS LINE
= ARROW ARUM SEED A i ' > ~ ~ ~ / 'Q 24 x24 Plant by overseeding m groups ~ sod cover. ~ ~ , ;~t , ,
Q RAND~IILY Individual plants may be used if available. ~ ' / / ,
T SPACED ~ 55. / ~ 1. OBTAIN GRADING PERMIT PRIOR TO BEGINNING CONSTRUCTION.
N UZARD TAIL SEED 24"x24" overseedin in rou s "soil cover. ~ I ' / % ~ ' a~ Plant by 9 9 P , ~ CONTACT LAND QUALITY BEFORE ANY WORK BEGINS ON THE PROJECT ' ~ FAILURE TO DO SO WILL RESULT IN A NOTICE OF VIOLATION OWNER
~ RANDOMLY Individual lants ma be used !f available. ' ~ f ~ ~ ~ / - r , , ' ~ ; ' ; ' SHALL MAKE THE NOTIFICATION.
~ SPACED P Y r / ~ ~ ~ ' 2. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UT1LI11ES PRIOR
0 ~ << / TO COMMENCING CONSTRUC110N BY CONTACT1NG ULCO (1 800
NOTE: IF A RAINFALL EVENT HAS NOT OCCURED FOR 2 CONSECUTIVE ~ 632-4949).
THAT ARE ABOVE PERMANENT POOL ' ~ ~ / i~%; r~'i';-';''~ DAYS ALL PLANTINGS ON SHELF ~ ~ / OF 30 DAYS AFTER m / ' ,F' 3. LOCATE PROPERTY LINES, LIMITS OF DISTURBANCE, AND STOCKPILE
ELELVATION SHALL BE WATERED FOR A PERIOD ~ ~ , / ,,/lr 1/1/ PLANTING / ~ , , LOCATIONS.
r < ' W \ i ' ~ r ~ / rrr~ I' , • r / ~,~lrr, ~ / 4. INSTALL BOTH CONSTRUCTION ENIRANCES PER PLAN.
• ~ ~ /11 ' 5. INSTALL SILT FENCING -THE SILT FENCE SHALL BE PLACED
~ ~ ~ , - r i ,~V ~ ' ~ ` / ~ ~ , Uirf~ ` DOWNSTREAM OF DISTURBANCE IN AREAS OF SHEET FLOW AND SPOIL
L 0 ' ~ i r I ~ultlrr' \ 1 r ' ' ~ I/ulrrl / ~ ; ` , ~ SHALL BE PLACED ON UPSTREAM SIDE OF TRENCH DURING ___J ~ , EXCAVAITON ACT1VI11ES. ' ,
~ ! l I ~ ) !lfl/ / /dill//~ Y ~ ~ f , 1~ / , /rl!l/j l ~ ' r t 6. INSTALL TEMPORARY DIVERSIONS AND SEDIMENT BASINS AS SHOWN ON
m ~ 1 ~ J- T ~illll/' ~ t T t , , iirrr 1 r~ ~ ' THE APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE / 1 / ~
2 r' I` , ~ it i r,l ' ' ~ ' DEVICES. t ~ , ~ ~ ~ 1 ~
W ( ~ t 1 ~ ii ~ n iir Y_ , ( r r ~ r,,~rVr,~ 1 1 1 t r r, q11, ' 7. INSTALL STOCKPILE AREAS. t ~ ~ ,
~ 1 I I li' 1 ii ~i l/// 1 ~ , j ~ l l t t rr 8. PERFORM MASS GRADING OPERATION UNTIL COMPLETE.
, ~ i i ~ i ~i rlr~ ' , ` ~ ~ 9. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH
~ r ~ i r, rrl / N i ~ ii /U ~ ~ 1/ / / t1 VEGETAl10N, PAVING, DITCH LININGS, ETC. ENSURE SEDIMENT IS
0 m ~ i ~ ~ J ' < CONFINED AND DOES NOT TRAVEL TO WATERCOURSES. t ~ ~ , t
IZ ~ ' `i ~ j ~~b //0 ~ ~ i `.1 ~ ~ , ~ 10. ANY DITCHES ERODED OR SCOURED AS A RESULT OF CONSTRUCTION
O 1 _ ,0 i'.i i ~~i ~ J r SHALL BE RESTORED TO ORIGINAL FORM, REINFORCED WITH SUITABLE LINING, AND SEEDED APPROPRIATELY.
3 11. WHEN CONSTRUC110N IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL FOR INSPEC110N BY ENVIRONMENTAL INSPECTOR.
12. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCING,
m I N SEDIMENT BASINS, ETC., AND SEED OUT OR PAVE ANY RESULTING
BARE AREAS ALL REMAINING PERMANENT EROSION CONTROL DEVICES
m 0 (SUCH AS VELOCITY DISSIPATERS) SHOULD BE INSTALLED NOW.
0 Q 13. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR FINAL SITE INSPECTION BY ENVIRONMENTAL INSPECTOR. NO EROSION CONTROL
U to MEASURES MAY BE REMOVED UN11L APPROVED BY LAND QUALITY.
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REVISION DATE RY DATF: AAarrh iQ 9fW1
GREEN ENGINEERING F 'F~"'FOr~"'-~O" Phi C®A 3/19/10 N JOB NUMBER: 09-145
STORMWATER GRAPHIC SCALES CLIENT CODE: CIDA FIELD BOOK: 842 & 843
WATER, WASTEWATER, SURVEYING, PLANNING, PROJECT MANAGEMENT S. L PER DWQ COMNENTS 4/21/10 N U 25 50 CADFILE: 09145-BM.dwg
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NORTH CAROLINA FIRM LICENSE: P-0115 SITE EXPANSION WEI 116a No ® PLAN & PROFILE (HORIZONTAL) LAST MODIFIED: 21-Apr-10
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NORTH CAROLINA FIRM LICENSE: P-0115 z SITE EXPANSION 7y~ > PLAN & PROFILE (HORIZONTAL) LAST MODIFIED: 15-Apr-10
*.GIN E~~''E ' c aP ~ 303 CAL-D3B0RO STREET EAST, P.O. BOX 609 WILSON, N.C. 2788:3 MODIFIED BY: EZ P'tl'Aom'%E I
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FAUCETT'S TOWNSHIP HALIFAX COUNTY, NORTH CAR CAROLINA SHEET No. E1 of

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REV~ION DATE BY DATES March 8, 2Q1O
GREEN ENGINEERING LEr, 'S FN ~!~S REVISED PER DWQ 04/21/10 MJN GRAPHIC SCALES CLIENT CODE: CIDA JOB NUMBER: 09-145
WATER, WASTEWATER, SURVEYING, PLANNING, PROJECT MANAGEMENT Py ~F , NORTH CAROLINA FIRM LICENSE: P-0115 SITE EXPANSION UKAINAGO"E EA%''FHlrbm%'IT FIELD BOOK: 842 & 843 0 30 60 120 CADFILE: 09145-DA.dwg
ASCII FILE:
PLAN & PROFILE (HORIZONTAL) LAST MODIFIED: 15-Apr-10
"rN ti,°- 303 GOLD36OR0 STREET EAST, P.O. BOX 609 WILSON, N.C. 2789:1 MODIFIED BY: EZ
TEL [phone] FAX [phone] OFFICE0 GREENENC.COM
FAUCETT'S TOWNSHIP HALIFAX COUNTY, NORTH CARC H CAROLINA sHEErw.DE2 OF
0

®T:
do= pipe diameter
La= apron len th 1. SANDBAG DIKES SHALL BE SITUATED AT THE UPSTREAM AND DOWNSTREAM ENDS OF THE WORK
W apron wld h=3x pipe dia. min. AREA AND STREAM FLOW SHALL BE PUMPED AROUND THE WORK AREA. THE PUMP SHOULD
= chart - APPROVED DEWATERING HOSE TO CQNNECT TO PROPOSED TST DISCHARGE ONTO A STABLE VELOCITY DISSIPATER CONSTRUCTED OF RIP RAP OR SANDBAGS.
STONE DIA. (from d= a ron de th= AS DIRECTED BY CONSTRUCTION SEQUENCE PROVIDE POSITIVE
P P DRAINAGE FROM SILT BAG TO STREAM 2. WATER FROM THE WORK AREA SHALL BE PUMPED TO A SEDIMENT FILTERING MEASURE SUCH AS A
STREAM DIVERSIO :AM DIVERSION PUMPS DEWATERING BASIN, SEDIMENT BAG, OR OTHER APPROVED DEVICE. THE MEASURE SHALL BE
DISCHARGE HOSES TO PROPOSED TST LOCATED SUCH THAT THE WATER DRAINS BACK INTO THE CHANNEL BELOW THE DOWNSTREAM
SANDBAG DIKE.
INTAKE HC P ~ INTAKE HOSE 3. AT THE END OF EACH WORK DAY, THE DISTURBED CHANNEL SHALL BE MATTED.
DEWATERING PIMP
_ _ P o ~ ~ 4. WHEN REPLACING THE CULVERTS ON REACH 5, THE CONTRACTOR SHALL PLACE SAND BAGS
ACROSS THE ENTIRE DOWNSTREAM FACE OF EACH PIPE TO PREVENT BACKFLOW DURING PUMP
AROUND ACTIVITIES.
_ ~ _ \
FLOW FLOW
FLOW
INTAKE HOSE SUMP-HOLE 0 JMP-HOLE OR POOL
SEDIMENT DIKE 12" TO 18" D CLEAN WATER DIKE 2" TO 18" DEEP 2' 61A.)
PLAN VIEW
0.
La GEOTEXTILE MATTING WORK AREA
LENGTH NOT TO EXCEED
FLOW THAT WHICH CAN BE
SLOPE = 0% COMPLETED IN ONE DAY
GEOTEXTILE MATTING PLAN VIEW
SECTI®N A-A
LAST REVISED: DETAIL LAST REVISED: DETAIL
LAST REVISED: DETAIL LAST REVI FEBRUARY 16, 2009 31-25-30 TEMP®RARY PUMP AROUND FEBRUARY 16, 2009 31-25-30
JANUARY 22, 2009 FEBRUARY 1E ENERGY DISSIPATO 31-25-13 TEMP®RARY PUMP AR®UND DETAIL - BY: EZ BY: E~ BY: EZ BY: EZ
SCALE: NONE SHEET 10F 1 SCALE: N~ SCALE: NONE SHEET 10F 2 SCALE: NONE SHEET 2 OF 2
?0 feet of the diversion channel should provide a
12'-0" MAXIMUM SPACING GRADE -The grade of the last 20 feet of the i rode to level at the spreader. The grade of the
Level S reader Not to scale smooth transition from channel grade to level at i s reader should be 0%.
! 3" DIA. x 8'-0" TREATED POST f y~,~,~ p
~ vegetated ~~,~w;+~ ~„••w_`.rransitian ~ Spreader lip -Construct the level lip on undistu ED WIRE STAPLED dirersiar ti , w,,,,:- toograde 4 PT. BARB I ,~,~a.m I / . u rode over the len th of the s reader. Protect I lip on undisturbed soil to uniform height and zero INSTALIADON: SEDIMENT FENCE CAPTURES SEDIMENT BY BAq(ING UP WATER TO ALLOW DEPOSIDON. IT IS RELATIVELY INEFFECTIVE FOR FlLTRATION CAUSE ;ader. Protect it with an erosion-resistant material, IT CLOGS T00 RAPIDLY. uDi SEDIMENTAITON POOL BEFIIND 1HE FENCE LS VERY EFFECTIVE AND MAY REDUCE THE NEED FOR E%PENSIVE
event erosion and allow vegetation to become SEDIMENT BASINS AND TRAPS.
I 6x6 WOVEN WIRE STAPLED I ~ ,a-,a~ d",'°;,., ,~,~y, ~ ~ ~ a~~,.. such as fiberglass matting, to prevent eros on ai ~ I I ,:~~~~w`"~.;..d~~ r established. TO USE SEDIMENT FBJCE ElT•ECDVELY, PROVDE ACCESS TO LOCADONS WIRE SEDIMENT ACCUMULATES AID PROVDE REINFORCED, STABILIZED
~y~:R'~`'Y~ '":mar i' ,l ~ a ~.~s Siabilized - OUIlETS FOR EMERGENCY OVERFLOW (SEE DETAIL).
, a.~+ yw slope , Outlet area The outlet disposal area must be area must be generally smooth and well-vegetated SEDIMENT FENCE IS HOST EFFECTIVE WHEN USED IN CONJUNC110N WITH OTHER PRACDCES SUCH AS PERIMETER DIKES OR DIUI:RSK)NS
I I stable a°• ~ ~,w ~ °.~w with maximum slope of 10%a ~ ~ undsturbed tw J. ~ 4t, ~ 1 ~ ~ ,i.
Olt@t M~. til~ 1~ dJ• d.. ~3~ 6'.. u.. W t~~ " '?a` w ~t < Vegetate all disturbed areas. LOCAl10N: LOCATE THE FENCE AT LEAST 10 FT. FROM THE TOE OF STEEP SLOPES TO PROVIDE ~DIMENT STORAGE AND AC(~SS FOR CLEANOUT (SEE DETAIL).
I V. THE FENCE UNE SHOULD BE NEARLY LEVEL THROUGH HOST OF ITS LENGTH TO WiPOUND A BROAD, TEMPORARY POOL STABILIZED OUTLETS ARE
y.•~~ .i~• .w ~"t~~ 1• s'"'a,,~ t,u , CONSTRUC110N SPECIFICA110NS REQUIRED FOR BYPASS FLOW, UNLESS FENCE IS DESIGNED TO RETAIN ALL RUNOFF FROM THE 10-YR STORM (SEE DETAIL).
I ' b~ atr J1~,Ai 1 ~'.j Si• ft 51h i.
o i 1. The matting should be a minimum of 4 ft. wi - - and buried 6 inches dee in a vertical trench I ~ P Tum of 4 ft. wide extendin 6 inches over the li THE FENCE UNE MAY RUN SLIGHTLY OFF LEVEL. (GRADE LESS n1aN 1~) IF IT' TERMINATES IN A LEVEL. SECTION WITH A STABNZED OUTLET, 9 P DIVER90N, BA9N, OR SEDIMENT 1RAP. THERE MUST BE NO GULLIING ALONG THE FENCE OR AT THE EIS. SEDIMENT FEN(:E SHOULD NOT BE I vertical trench on the lower edge. The upper edge USED AS A DIVERSION.
~ N I ~ Cross section should butt against smoothly cut sod and be cut sod and be securely held in place with closely
I ! - - - - spaced heavy duty wire staples at least 12 it Material ~ Variabie s at least 12 inches long. CONSIRUCDON: DIG A TRENCH APPROXIMATELY 6 INCHES DEEP AND 4 INCHES W1DE, OR A V-1RENCH, IN 1HE UNE OF THE FENCE AS SHOWN IN DETNL
2. Ensure that the spreader lip is level for unifoi > level for uniform spreading of storm runoff. DR~vE PosTS SECURELY, AT LEAST 18 INCHES WTO THE GROUND, ON THE DOWNSLOPE 9DE OF THE TRENgi. SPACE POSTS A MAXIMUM OF 8
i ! ~ ~ ! ~ tie s" - -1 3. Construct the level s reader on undisturbed s n undisturbed soil (not on fill). FT. IF FENq: IS SUPPINt1ID 8Y IMRE, 6 FT. IF EX1RA-STRENGTH FABRIC IS USED WITHOUT SU~ORT WIRE. ADJUST SPAgNG TO PLACE POSTS
~ ! ~ ; ~ li f i I m10 ~ , 4. Construct a 20-ft. transition section form the ~ ; FINISHED GRADE i , i ~ ,~+f~j(I~j(!~--}I f~ ~ Ilr~ + to the width and depth of the spreader. section form the diversion channel to blend smoothly AT LOW POINTS ALONG DIE FENCEUNE Spreader. FASTEN SUPPORT WIRE FENCE TO UPSLOPE SIDE OF POSTS, EXTENDING 6 INCHES INTO 1HE TRENCH A5 SHOWN IN OETAIL
~ Levellip ~}II I'' ~ l }III a iv ~ ! ' I' ~fllhllll=ll{I~ it 5. Disperse runoff from the spreader across a pi Ider across a properly stabilized slope not to ATTACH CONDNUOUS LENGTH OF FABRC TO UPSLOPE SIDE OF FENCE POSTS, AVOID JOINTS, PARTICULARLY AT LOW POIN15 IN THE FENCE UNE
\ \ \ \ \ I ~ I of spreader_ ~ i dlll~lll 11--- I I l- I i ~ ~iviv/viv/vr 1= IL.. 1~.- ~ ~ ~ =-VIII=~-I}}~IIII~!1 , ~[II;_.- IL exceed 10%. Make sure the slope is sufficien slope is sufficiently smooth to keep flow from WHERE ~IN1S ARE NECESSARY, FASTEN FABRIC SECURELY TD SUPPORT POSTS AND OVERLAP TO 1HE NEXT POST.
r7 i VA VA VA VA ~ i _ _ , /\i//~//~/~,i Burn, ~ II1 ~!I!!~1?Il~ concentrating. ~\\\V i i
~ ~ ~ i _ 6= _ - 6. Immediately after its construction, appropriate i ~ i - - - :ion, appropriately seed and mulch the entire
i disturbed area of the spreader. LJ r. I- B'-o" NAX ----I
MAINTENANCE FlAGE POSTS AT LOW ~ ~ POINTS ALONG FENCE
Inspect level spreaders after every rainfall event y rainfall event until vegetation is established, and 4'-°" MAX.
promptly make needed repairs. After the area F after the area has been stabilized, make periodic n a healthy, vigorous condition.
a inspections and keep vegetation in a healthy, vig
N X m g I
N LAST REVISED: DETAIL LE L SPREADER e O I
FEBRUARY 24, 2010 ® HOGWIRE SITE FENCE 32-31-07 _
BY: Ez 31-25 1 0 y g o 0 0 o v-TRENCH W1TH GRavEI
o SCALE: NONE SHEET 10F 1 N
N TO B' MIN. DEPTH.
.L 5-0° MIN. ?I
a Q i) TOiAI DRNNAGE AREA FLOVWNG TO SILT FENCE
T O MAY NOT EXC® i ACRE
N 2) SILT FENCES SHOULD NOT BE USED AT PIPE OUTLETS OR IN AREAS OF CONCENTRATED FLOW
m C U 12 GAUGE 4' % 4" OR 2° X 4' WELDED (CREEKS, DITCHLINES, SWALES ETC.)
m WIRE HOOKED ONTO PREFIX2MED CHANNELS AY METAL POSTS
C 0 ULTRAVIOLET RESISTANT (BLACK) MIFlF) FABRIC ~ B'-0' O.C.
O~ C EAUIVALENT SECUI~D TO WIRE W/METAL CUPS OR N~ WIRE AT 8" ON CENTER
N N MAX. SEDIMENT STORAGE LEVEL REMOVE
C SEDIMENT WHEN THIS LEVEL IS REACHED OR AS DIRECTED BY CONSERVADON INSPECTOR
C W / ShT FENCE
C
N L ~---FLOW OF WA1ER
L 0 4•.
Y SEa~s StORp~ plt
Q FLOW OF WATER
O Z TO INCREASE STORAGE CAPAgTY AND PROLONG SHEET DRNNAGE THE LIFE OF THE SILT FEtdCE, IT LS GENERALLY
W Y_ (ONLY) ADVISABLE TO DIG A SEDIIMENT PIT IN FRONT OF
NATURAL GRADE SILT FENCE WHENEVER POSSIBLE
T
U 4 ~ ~ I I~ I I CARRY APPROX. 12" FABRIC INTO
a+ w 0 ~ - ( _ BA(T(FlLL OVER W/SOIL & TAMP i -
a _ I CARRY 6" OF WIRE
0 J I I_I INTO TRENCH
METAL P05TS AT S' O.C. MAX.
3
v TEMPORARY SILT FENCE
m I 31-25-31
in 0
0 Q
U
N d
in O
Q
REVISION DATE RY DATE: Adarrh 19.201
REVISED PER DWQ 04/21/10 MJN GRAPHIC SCALES CLIENT CODE: CIDA
o • CARO ' 7 F : GREEN ENGINEERING -`:-"RS FRAE JOB NUMBER: 09-145 FIELD BOOK: 842 & 843
REz L co Y- A.aseas WATER, WASTEWATER, SURVEYING, PLANNING, PROJECT MANAGEMENT
NORTH CAROLINA FIRM LICENSES P-0115 - SITE EXPANSION DETAILO CADFILE: 09145-BM.dwg AS SHOWN ASCII FILE: LAST MODIFIED: 21-Apr-10
MODIFIED BY: EZ
JNO~P~ 303 GOLD3BOR0 STREET EAST. P.O. ~X 609 WILSON. N.C. 2789:1 TEL [phone] FAX [phone] OFFICE@ CAEENENG.COM FAUCETT'S TOWNSHIP HALIFAX COUNTY, NORTH CARO
CAROLINA slur No. OF
01
44-13-080