20091339 Ver 1_More Info Received_20100422

GREEN ENGINEERING, P.L.L.C.
Engineers/Planners/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
1) q-131!
LETTER OF TRANSMITTAL
Date 4/22/10 JOB NO. CIDA / 09-145
ATTENTION
Annette Lucas, PE
RE:
Reser's Fine Foods Tortilla Plant-Phase I
STORM WATER MANAGEMENT
Response to Comments
Raleigh, NC 27604
WE ARE SENDING YOU: OAttached F] Under separate cover via
Shop Drawings Prints ? Plans
[]Copy of letter []Change order []
COPIES DATE NO. DESCRIPTION
1 4/21/10 1 Reser's Fine Foods Phase I revised plan sheet WP-1
1 4/21/10 2 Storm Water Calculations
r
q . , V

APR 2
HT-
DEW - WATER
WETLANDS AND STORMNTOt 11MNCH
THESE ARE TRANSMITTED as checked below:
[]X For approval []Approved as submitted []Approved as noted Resubmit -copies for approval []Return -corrected prints
FjFor your use rX Review and comment F] 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 of the revised WP-1 sheet and associated caclulations
Please replace the WP-1 plan sheet and calculations booklet received 4/21/10 with the enclosed package
Please call with any additonal information request or questions you may have.
Thank You.
COPY TO
the following items:
? Samples E] Specifications
SIGNED :__D?
Michael Novak, PE
If enclosures are not as noted, kindly notify us at once.
C) 9-133c
•
Reser's Fine Foods Halifax
Tortilla Plant -Phase 1
Storm Water Calculations
Located in:
Halifax Count,,=North Carolina
Ss 16
VG
Prepared by:
Green Engineering, PLLC
March 5, 2010
Rev: April 21, 2010
RACIDA\09145\Engineering\DWQ Calcs Cover&Narrative.doc 1
Permit No
(to be provided by DWQ)
Ill. 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.
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.
wip 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.
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.
1?NGZ- 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.
- M 1 WP 1 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay
to verify volume provided.
wp 1 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.
cbq
?A.InL !W_ 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
Cc
to
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
soil maps are not an acceptable source of soils information.
i
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
Permit
T
NCDENR
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 111) must be printed, filled out and submitted along with all of the required information.
(to be provided by DWQ)
0? WATfRQ
y
o -i
LI, PROJECT INFORMATION
Project name Resers Plant Expansion
Contact person Leo Green
Phone number 252-237-5365
Date 4/14/2010
Drainage area number Phase I-DA for WQ Area#1 I Phase II&III-DA for WQ Area #1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 435,600 fe
Impervious area, post-development 435,600 fly
% impervious 100.00%
Design rainfall depth TO in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
15" 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 1 yr 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

41,796 ft3 OK
101,713 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
to
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 ft
(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 No.
(to be provided by DWQ)
IGN #d ORMATION
Surface Areas
rea, temporary pool
0 25,286 fe
.
rea REQUIRED, permanent pool 13,504 fe
SA/DA ratio 3.10 (unitless)
Area PROVIDED, permanent pool, ?rpw 14,457 ft' OK
Area, bottom of 1Oft vegetated shelf, kt_shlf 12,173 ff
Area, sediment cleanout, top elevation (bottom of pond), &I-pond 6,405 fe
Volumes
Volume, temporary pool 101,713 ft3 OK
Volume, permanent pool, \?m,-,?i 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 remova 85 %
Coastal SA/DA Table Used, N (Y or N)
Mountain/Piedmont SA/DA Table Used' Y (Y or N)
SA/DA ratio 3.10 (unitless)
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b N (Y or N)
Volume, permanent pool, ?ejw 54,003 ff3
Area provided, permanent pool, 14,457 ff
Average depth calculatec It Need 3 It min.
Average depth used in SA/DA, 4, (Round to nearest 0.5ft) It
Calculation option 2 used? (See Figure 10-2b Y (Y or N)
Area provided, permanent pool, 4--,- 14,457 ff
Area, bottom of 1Oft vegetated shelf, Aot_shett 12,173 ff
Area, sediment cleanout, top elevation (bottom of pond), &t_p nd 6,405 fe
"Depth" (distance b/w bottom of 1 Oft shelf and top of sedimer 4.50 It
Average depth calculatec 3.90 ft OK
Average depth used in SA/DA, q., (Round to nearest 0.5ft) 4.0 It OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular; 4.00 in
Area of orifice (if-non-circular) in'
Coefficient of discharge (Co) 0.65 (unitless)
Driving head (H,) 0.53 ft
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (Ca) (unitless)
Length of weir (L) It
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 6.50 ft3/sec
Post-development 1-yr, 24-hr peak flow 19.72 ft3lsec
Storage volume discharge rate (through discharge orifice or weir) 0.46 ft3lsec
Storage volume drawdown time 3.30 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 It OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 3.0 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.0 It OK
Vegetated filter provided? Y (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
?Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies is: 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 by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement

0
I will keep a maintenance record on this BMP. This maintenance record will 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 removal efficiency of the BMW.
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):
® 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 sir 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 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.
Vegetation is too short or too Maintain vegetation at a height of
long. a roximatel six inches,
Form SW401-Wet Detention Basin 0&M-Rev.4
Page 1 of 4

•
1]
Permit Number:
(ta be proidded by DGVQ)
Drainage Area Number:
BMP element: Potential problem: How I will rernediate the problem:
The inlet device: 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
Page2 of4

Permit Number:
(to be provided by DIYQ)
Drainage Area Number:
BMP element: Potential problem: How I 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. dhe 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 reacting 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
ill in the blanks)
E
V Permanent Pool Elevation 129.00
Sediment Removal .131,00 Pe anen Pool
--------------- Volume Sediment Removal Elevation 124.00 Volume
BottomElevatio 126.00 -ft Min. ----------------------------- ------------- ------
Sediment Bottom Elevation .123.00 1-ft r.
Storage Sedimej
Storage
I+OREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4
Page 3 of 4
Permit Number:
(to be provided by D61rQ)
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 name:RESER'S FINE FOODS-SITE EXPANSION
BMP drainage area munberTHASE I-DA FOR WO AREA#I/PHASE II&III-DA FOR
WQ AREA#1
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.
0 I, S i s • Hu e`er , a Notary Public for the State of
cTczcE e-?.? , County of ?.?stCti , do hereby certify that
personally appeared before me this _1(
day of "PI L 2 o t o , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SARAH
NOTARY
SEAL
My commission expires t,+,izct+ z r,, 3
•
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Print name:Paul Leavy
REQUI ED IT15MS CHECKLIST
01 tIF-_
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.
Wo 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.
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.
11410 02- 3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
- Level lip,
A
WA WPI
4 %PC04
w1a ftPCOM
Upslope channel, and
Downslope filter fabric.
4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
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.
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1
o?aF wnrF9oc
LTMA
? f
NCDENR Y
0 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. PROJECT INFORMATION
Project name Resers Plant Expansion
Contact name Leo Green
Phone number
Date
Drainage area number
252-237-5365
4/14/2010
Phase I-DA for WQ Area#1 I Phase II$lll-DA for WQ Area #1
1. 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
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
&ak flow from the 10-yr storm
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
esign flow
4i a bypass device provided?
Do not complete this section of the worksheet
it, Do not complete this section of the worksheet
ftz
cfs
min
in/hr
cfs
N (Y or N)
N (Y or N)
N (Y or N)
Y (Y or N)
30.00 ft
0.00 ft
0.00 ft
30.00 ft
fmsi
fmsl

(Y or N)
sq ft
13 ft/cfs
(Y or N)
(Y or N)
Y (Y or N)
0.46 cfs
Do not complete this section of the worksheet
Do not complete this section of the worksheet
Do not complete this section of the worksheet
Do not complete this section of the worksheet
Do not complete this section of the worksheet
Do not complete this section of the worksheet
No forebay is needed.
(Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
es the bypass discharge through a wetland?
es 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
cis
w
,
------------
M

•
B i
, I
M
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. 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 ........................................................................... 1
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 S c h e m gfi9w Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Proposed Runoff
xpansion Pond
Legend
Hvd. gdgin Description
SCS Runoff Proposed Runoff
Reservoir Expansion Pond
Project: Pond.gpw
Wednesday, Apr 21, 2010
2
Hyd rog rap h Return Perio0ydra-fl6weHydropraphs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
d. Hydrograph
t Inflow
H Peak Outflow (cfs) Hydrograph
ype
(origin) yd(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
3
Hyd rog ra p h Summary Rd°flow Hydrographs Extension for AutoCAD® Civil 3DO 2008 by Autodesk, Inc. v6.052
yd. 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
(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 4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
OHyd. 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
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 3DO 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
5
Wednesday, Apr 21, 2010
Peak discharge = 30.33 cfs
Time to peak = 723 min
Hyd. volume = 65,581 cult
Max. Elevation = 131.89 ft
Max. Storage = 52,537 cuft
Storage Indication method used.
Expansion Pond
Q (cfs) Hyd. No. 2 -- 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 1440 1620
Time (min)
---?- Hyd No. 2 --- Hyd No. 1 Total storage used = 52,537 CA
Pond Report 6
Hydraflow Hydrographs Extension for Auto CAD® 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 (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 / O rifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [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 (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
10 Stage Storage Elevation Clv A 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

7
Hyd rog ra p h Summary ReQd fi w 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 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
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
8
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 11
Shape factor = 484
Proposed Runoff
Q (cfs) Q (cfs
Hyd. No. 1 -- 10 Year )
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
• - Hyd No. 1 Time (min)
Hydrograph Report 9
Hydraflow Hydrographs Extension for AutoCAD® Civil 31)® 2008 by Autodesk, Inc. v6.052
&yd. 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 = 59.84 cfs
Time to peak = 720 min
Hyd. volume = 134,857 cuft
Max. Elevation = 132.18 ft
Max. Storage = 59,009 cuft
Storage Indication method used.
Expansion Pond
Q (cfs) Hyd. No. 2 --10 Year Q (cfs)
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 1440
• --- Hyd No. 2 -- Hyd No. 1 Total storage used = 59,009 cuft Time (min)
10
Hyd rog ra p h Summary Red°flow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
H 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 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
11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
*yd. 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
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
Q (cfs)
120.00
0.00
80.00
60.00
Proposed Runoff
Hyd. No. 1 -- 100 Year
40.00
20.00
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 180
• ----- Hyd No. 1
360 540 720 900
0.00
1080 1260
Time (min)
Hydrograph Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
&yd. 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
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
Storage Indication method used.
Q (cfs
120.00
•.00
80.00
60.00
40.00
20.00
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00 I - i 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time (min)
Hyd No. 2 -- Hyd No. 1 Total storage used = 69,992 cuft
0 -
1
Watershed Model Schema yfif ow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Proposed Runoff
10 xpansion Pond
Legend
Hvd. QdWO Description
SCS Runoff Proposed Runoff
Reservoir Expansion Pond
Project: Pond drawdown.gpw
Thursday, Apr 22, 2010
Hyd rog raph Return PerioOydra-floP ydropraphs Extension for AutoCAD® 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 Thursday, Apr 22, 2010
Hyd rog rap h Summary ReQd flow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
yd. 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
(cult) 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 Thursday, Apr 22, 2010
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2008 by Autodesk, Inc. v6.052
&yd. No. 1
Proposed Runoff
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 3 min
Drainage area = 10.000 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 0.99 in
Storm duration = 24 hrs
Thursday, Apr 22, 2010
Peak discharge = 11.17 cfs
Time to peak = 717 min
Hyd. volume = 26,586 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 -- 1 Year )
12.00
•.00
8.00
6.00
4.00
2.00
0.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
0 180 360 540 720 900 1080 1260 1440
- Hyd No. 1 Time (min)
Hydrograph Report 5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Thursday, Apr 22, 2010
Oyd. No. 2
Expansion Pond
Hydrograph type = Reservoir Peak discharge = 0.395 cfs
Storm frequency = 1 yrs Time to peak = 825 min
Time interval = 3 min Hyd. volume = 26,518 cuft
Inflow hyd. No. = 1 - Proposed Runoff Max. Elevation = 130.05 ft
Reservoir name = Expansion Pond Max. Storage = 17,072 cuft
Storage Indication method used.
Q (cfs)
12.00
0.00
8.00
6.00
4.00
2.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 -- -:: ?? I _ I I mr..ra iio rrYrrrrr
0.00
0 540 1080 1620 2160 2700 3240 3780 4320 4860
•
Hyd No. 2 Hyd No. 1 Total storage used = 17,072 cuft Time (min)
Expansion Pond
Hyd. No. 2 -- 1 Year
Pond Report
6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Thursday, Apr 22, 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)
0.00 129.00
1.00 130.00
2.00 131.00
3.00 132.00
4.00 133.00
5.00 134.00
Contour area (sqft)
14,457
17,754
19,515
21,357
23,281
25,286
Incr. Storage (cuft)
0
16,076
18,626
20,427
22,310
24,274
Total storage (cuft)
0
16,076
34,701
55,128
77,438
101,713
Culvert / Orifice Structures Weir Structures
[A] IBl [C] [PrfRsr] [A] [13] [C] [D]
Rise (in) = 15.00 4.00 0.00 0.00 Crest Len (ft) = 3.93 0.00 0.00 0.00
Span (in) = 15.00 4.00 0.00 0.00 Crest El. (ft) = 130.95 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) = 127.65 129.00 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
Note: Culvert/Odfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
tage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 129.00 0.00 0.00 - -- 0.00 - - --- --- --- 0.000
1.00 16,076 130.00 3.57 oc 0.38 is -- --- 0.00 --- --- --- --- --- 0.384
2.00 34,701 131.00 3.57 oc 0.57 is --- - 0.15 --- -- --- --- -- 0.715
3.00 55,128 132.00 5.97 oc 0.65 is --- - 5.32 is 5.969
4.00 77,438 133.00 8.11 oc 0.68 is --- - 7.43 is -- --- --- --- -- 8.110
5.00 101,713 134.00 14.10 is 0.07 is -- - 14.02s -- --- --- --- --- 14.10
0
Hyd ro g ra p h Summary ReQdr9aflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. 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 10.01 3 732 175,622 1 133.75 95,654 Expansion Pond
Pond drawdown.gpw Return Period: 10 Year Thursday, Apr 22, 2010
Hydrograph Report
8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
eiyd. 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
Q (cfs)
'7A nn
050.00
40.00
30.00
20.00
10.00
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 r_....... 0 00
0 180
- Hyd No. 1
Proposed Runoff
Hyd. No. 1 --10 Year
Thursday, Apr 22, 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
360 540 720 900 1080
1260
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
eiyd. 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
Thursday, Apr 22, 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
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
0 360 720 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 Thursday, Apr 22, 2010
•
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (NIA)
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.
Prerin file names (3-1e -
r
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
Hydraflow Table of Contents
Pond drawdown.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Thursday, Apr 22, 2010
*Watershed Model Schematic ........................................................................... 1
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
IDF Report ....................................................................................................... 10
0

*,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
•

•
•
ri ure lu-zo
'Vegetation not shogun day,: Average depth of permanent pool to use in the SA/DA tables (ft)
'Freeboard & hardened Option 1: day . A s""_p'or
emergency overflow ya"n_poo1
not shown Option 2: 0:25x 1+ ` a,_,rrty A,. _,.;f + A,,,,_ pao,a Depth
d - ?
'*'ade slope stabilized A,,.,. J + ? 2 1 Ab._,My
per FE judgment
Temporary pool Vegetated
Permanent pool Side slope
Bottom of vegetated shelf 311
Outlet above Forebay
temporary pool** Bottom of pond (Sediment Vegetated Side slopes
clean-out top elevation) shelf 2:1
Outlet orifice Sediment clean-out H loft, 10:1
bottom elevation side slope''
-?~
------------
OPTION 2 (FROM ABOVE)
ABOT_SHELF= 12,173
APERM POOL= 14,457
DEPTH = 4.5
ABOT POND ° 6,405
D AVG= 3.9
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
0
\ _ ~ ~
- - - - - i MAP LEGEND .EGEND
, -o-
_ ~ ~ ~ ~ EXISTING CENTERLINE ,I PROPOSED CENTERLI CENTERLINE - - ~ED CENTERLINE - - 1. OBTAIN GRADING PERMIT PRIOR TO BEGINNING CONSTRUCTION.
/ EXISTING EASEMENT / ~ EASEMENT - - - - - - - - - - - - - CONTACT LAND QUALITY BEFORE ANY WORK BEGINS ON THE PROJECT.
' PROPOSED EASEMEN ' , , _ QED EASEMENT - - - - - - - - - - - - - FAILURE TO DO SO WILL RESULT IN A NOTICE OF VIOLATION. OWNER
EXISTING PROPERTY ~ PROPERTY LINE - - SHALL MAKE THE NOTIFICATION. ~
PROPOSED PROPERT ~ , ~ED PROPERTY LINE 2. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING U11LI11ES PRIOR ~
/ r - EXISTING RIGHT-OF- ' ~ ~ PROPOSED 9X3 PROPOSED FES 8 - RIGHT-OF-WAY TO COMMENCING CONSTRUC110N BY CONTACTING ULCO (1 800 OJT
# PROPOSED RIGHT Of CONCRETE RISER ~ED RIGHT-OF-WAY 632-4949). ~
_ (2)-30 ~ RCP PROPOSED BOUNDAR TOP-131.35 „ ~ED BOUNDARY 3. LOCATE PROPERTY LINES, LIMITS OF DISTURBANCE, AND STOCKPILE ~ SR-1746 WETLANDS LINE LocATIONS. oc,
INV=127.60 25 Lx15 Wx24 D CL.1 STONE EXISTING WETLANDS ~ RIPRAP DISSIPATOR PAD 4. INSTALL BOTH CONSTRUCTION ENTRANCES PER PLAN. ~
' r _ - h~
~ ~ , , r ~ ; 5. INSTALL SILT FENCING -THE SILT FENCE SHALL BE PLACED DOWNSTREAM OF DISTURBANCE IN AREAS OF SHEET FLOW AND SPOIL
_ ~ LEGEND ® , ND SHALL BE PLACED ON UPSTREAM SIDE OF TRENCH DURING
~ ~ / / ' ''i EXCAVATION ACTIVITIES.
~ ~ ~ ~ ~ ~ EXISTING CONTOUR CONTOUR, MAJOR 100-- 6. INSTALL TEMPORARY DIVERSIONS AND SEDIMENT BASINS AS SHOWN ON
1 ; EXISTING CONTOUR, CONTOUR, MINOR -------------101-------------- THE APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE
/ ~ ~ 1 PROPOSED CONTOUR , , , ~ED CONTOUR, MAJOR DEVICES.
>~i -r ~ ; PROPOSED CONTOUR / / ~ -r.- i , , , ' ~ I ~ ~ ~ ~ PROPOSED FLOWLINE ~ED CONTOUR, MINOR 109 7. INSTALL STOCKPILE AREAS. Pierces ~ED FLOWLINE g, PERFORM MASS GRADING OPERATION UN11L COMPLETE. Crossroads
r r' ~ DIVERSION r , , r A~ ~ , r )N oe. o®,. o~ o®.r o.®r o~. o®
% ~ x ~ TEMPORARY DIVERSI( ARY DIVERSION ee.TO®.m~1o®rm~w.ro~rm® 9. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE .WITH
/ r ° EXISTING FENCE , , r r , ~ • , , FENCE VEGETATION, PAVING, DITCH LININGS, ETC. ENSURE SEDIMENT IS X % CONFlNED AND DOES NOT 1T~AVEL TO WATERCOURSES.
, r ° ° ~ ~ , 'PROPOSED FENCE r , ~ED FENCE x x n
LIMITS OF DISTURBAP 1 l r )F DISTURBANCE - - - - - - - - - - - - - 10. ANY DITCHES ERODED OR SCOURED AS A RESULT Of CONSIRUC110N ~
, PROPOSED SILT FENf • • ~ ~ ,PROPOSED ~ED SILT FENCE SHALL BE RESTORED TO ORIGINAL FORM, REINFORCED WITH SUITABLE IJNING, AND SEEDED APPROPRIATELY.
! ' ; ;'°."e'. ~ ~ PROPOSED CURB & PROPOSED 15 ~ ALUMINUM RIS~R ° • _ DRAINAGE a, ,J ~ ° . ° ~ EXISTING EDGE OF P ~ED CURB & GUTTER 11. WHEN CONSTRUC110N IS COMPLETE AND ALL AREAS ARE STABIEIZED VICINITY MAP EDGE OF PAVEMENT
l EASEMENT ,WITH 4 ~ ORIFACE AND TRASH RACK ° • ; ° ~ EXISTING EDGE OF D COMPLETELY, CALL FOR INSPEC110N BY ENVIRONMENTAL INSPECTOR. SCALE: 1"=2000' EDGE OF DIRT PATH
AND 15"~ OUTLET , ° ° ° ° ° ~ ' ! , PROPOSED EDGE OF ~ED EDGE OF PAVEMENT 12. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCING, LEGEND
j TOP=131..25 I ~ " ~ PROPOSED 40 L LEVEL _ ~ ° ° ° ° . PROPOSED STORM PI .ED STORM PIPE SEDIMENT BASINS, ETC., AND SEED OUT OR PAVE ANY RESULTING asesT BARE AREAS ALL REMAINING PERMANENT EROSION CONTROL DEVICES
INV-127.65 ~ ~ f, _ SPREADER WITH 30 WIDE PROPOSED FLARED E I ~ ° INV-127.3 ~ FILTER STRIP ~ED FLARED END SECTION asesr ~ (SUCH AS VELOCITY DISSIPATERS) SHOULD BE INSTALLED NOW.
VEGETATED ® ~ ~ LIMITS OF DISTURBANCE 13. WHEN VEGETA110N HAS BECOME ESTABLISHED, CALL FOR FINAL SITE
PROPOSED POND'' ; ' ~ , , INSPEC110N BY ENVIRONMENTAL INSPECTOR. NO EROSION CONTROL ® ® . • •--o SILT FENCE
' PERM. POOL 129.0 ' ~ ' • ~ 'I MEASURES MAY BE REMOVED UN11L APPROVED BY LAND QUALITY.
% BOTTOM ~ 123.0 ~ 15" TEE J " - , % ~ INV=127.38 - - ROCK CHECK DAM
l ! f,- , s,O°
PR¢P~OSED FES#7 ELEVATI DISSIPATER PAD
'INV=127.3 9' ' r' 2 -30 ~ RCP WITH I r ~ ~ " , , , ELEVATION RECAP DIMENSIONS DIMENSIONS
' 'Wx24"D CL.B TONE ° ° " rt ~ ~ ; DESCRIPTION (2) 19 Lx15 ~ ~ ,J , , :SCRIPTION ELEV. DESCRIP110N DIM. DESCRIP110N DIM. FLARED END SECTION
RIPRAP DISSIPATOR PAD' ° ° ° • 1r ~ ! , • • 7 , , TOP OF DIKE iP OF DIKE 134.50 WIDTH OF DIKE 10.0' RISER {RECTANGULAR CONC) 9'x3' INLET PROTECTOR
t / , i °•!°y ~ I1 ~
• , ` l; PROPOSED 90 L LEVEL Q,~wEiR FLOW ~ , a°~•° I 1 , , , ~ ° 9 , ~ , WEIR FLOW A (DIKE CL TO RISER CL) 18.3' TRASH RACK ~ CUSTOM SEDIMENT TRAP
• • ~ , ~ , SPREADER WITH 30 WIDE Rc NcY IERGENCY SPILLWAY OUTLET 0 (2}-30" H
' ' GETATED FILTER STRIP EME E SPILLV VE
! r • ° • ° l , ! ~ 1 ~ O~~STORAGE ~STORAGE 132.67 INVERT IN 127.60 ~ DITCH LINER
, ~ , ° i~ J ~ ~ llli I ~ ° . , , , 11 _ Quo STORAGE ~ I , , ~ °V ~ , !l1 _ STORAGE ~ 132.17 INVERT OUT 127.20 ARC FILTER BERM
t /t! ! ~ ~ . • • • ~ ~ 1 r , FIRST 1 ° RAINFALL tST 1" RAINFALL STORAGE 130.74 L (LENGIIi OF RUN) 46'
/ , I • °s • ~ s / I J 111 i 1 • ° • ~ ° I ! I ! I
l , i •~\°e illll i r ~ i ° ° . . ° ° •'l , ~ „ f PERMANENT POOL r , I m° 1 :RMANENT POOL SURFACE 129.00 ANTI-FLOTATION (LxWxH) 1'x5'x1.18
~ ~ 1 "°e • ° / t ~ 11 l ~ 'i ° ° e ,'t ~ SEDIMENT S70RAGI • , ! DIMENT STORAGE 124.00
! r i I i ~ ; r ' ~ ~ ~ POND BOTTOM / ~ „ ~!1 )ND BOTTOM 123.00
/ / r „ i r ~ I / ~ ,i ~!1 1 , , , r
~ r / r' ' 1 I / " ' ' ~ / ! ! I ° ~ 1 2" WELDED REBAR TRA LDED REBAR TRASH RACK WIDTH O F D I K E
I ° ° / , ; ; 40 Lx15 Wx18 D / ~ , I ° / ON STEEL PLATE BOLTED . PLATE BOLTED TO RISER A
' ~ ~ ~ ° ° / ' % ' CLASS 1 RIPRAP ~ PRgPOSEO CULVERT ~ q ~ ; SPACED 4 / / ! r ~i , ~ • ; • / ~ / , ~ i ANTI-VORTE SPACED 4" APART ANTI-VORTEX DEVIC H
, ~ (2)>-30 ~ RCP , ~ ~ ' ; I ' I I ~ 134.50 .
! ~ I ~ UN,bER FUTURE ROAD ~ ~ ' r ~ ~ ~ NCDOT ENOWALL
' r` ~ 1' / • ~ ~ ~ $38.27 TYP TOP OF RISER 131.3 DETAIL ~ ( ) / ~ ~ ! OF RISER 131.35 ~ ~
' % ~ ~ ~ ; ~ ~ C01~FRP,~E
! ,f , , ~ / / , / I ~ PERMANENT POOL 129.0 i ANTI-SEEP COLLAR SANDWICHED .NT POOL 129.0 ~ BETWEEN (2) FLANGES WITH GASKETS
r . ! , , I ~ r , / , ! i ~ r , r !
~ ~ / I ! / r ~ ! , , ! ! ~ - ~
I , / I ' ~ RISER INVERT 127.6 R INVERT ~ a„„.~,. 127.60 ~~z:~r,-~s. ~---T~.. INV. 127.20
~ i , / I i i ' 124.0 ~ , / , , ,1 / SEDIMENT STORAGE STORAGE 124.00 j OUT
I ~ / PROPOSED ' ' , POND B0T70M 123.0 DRAINAG ' ~ BOTTOM 123.00 OUTLET ~ _1T ~
/ ~ ! , ! EASEMENh ; ; ; , ;
, Q ~ FOREBAY 60"~ RCP 50'L r'~ ANII-FLOrAnoN BLOCK 1.5' MIN J
I , „ err ( ) , , / / ; ; , TO BE INSTALLED OTAl10N BLOCK (11'x5'x1.19') ENC SE LOWER HALF OF ANTI-SEEP COLLAR IN CONCRETE ANTI-SEEP COLLAR SANDWICHED. OVERAGE BETWEEN (2) FLANGES WITH GASKETS
o r ~ ~ /l 1.0 BELOW EXISTNG ;
/ ; % , RADE R / , ~ , STREAM G ; RISER BARREL ~ L/2
! , , ~ / , ~ ~ r, r ,
~ ~ , o . , , / r _
N ' ~ ' / ! , ! / ~ , 1 I RAN AIL
N I 1 ! SCALE: NTS
I I , / t' ~ i /
d f ~ / / % Q ! , ~ / / / 1 , ~ ! , / r
v ' ' A ~ ~ ! ~ ~ ~ ri r ii . 1 /2" WELDED REBAR TRASH RACK g'Lx3'Wx3.75'D
i r / r v , ,r,r! ! ~ 1' ~ ! / r r i ON STEEL~PLATE, BOLTED TO RISER CONCRETE RISER
~ 'Wx18"D r ~ ~ f ~ ~ ~ - ' 36 Lx14 ~ ~ ' ~ OPOSED FES 3 ~ ' , " ' SPACES 4 APART : : .
# P I I~,-~, CLASS 1 RIPRA 11'x5'x1.18' CONCRETE BASE
~ ~ ~ ~ 42 ~ RCP `III ; ~ m \ t ~ ~ WITH 28'Lx11'Wx24"p I I
~ , I 7 i I I!!!1/"!~~ r CL.1 STONE , 3>J" RCP PIPE
, ~ ~ ~ ~ ~ ~ RIPRAP DISSIPATOR PAD %
C ! ' J! - T ~1 i l li"f ~ ~ W ~ ~ ~ T / ~ ~ !N/!~ / WIDTH OF DIKE
1 1 1 ! ,1 1 C
A ~ 15"~ ALUMINUM PIPE RISER WITH TRASH RACK
~ ~ n-.:,~1 ~ 1: 134.50
~ ° - 4"~ DRAW DOWN PIPE i
Y Q _ _ , _ . . , _ _ v.m.. . _ ~ ° TOP OF RISER ~ ~ ~ ~ - RCP PIPE
o Green Englneermg, PLLC Z .~___w_.___.__~. _ _ (8" DIP OVERAGE
' ~ ~ ANTI-S 303 Goldsboro St. E. Vlfilson NC 27893 w n _ , ANTI-SEEP COLLAR SANDWICHED VALLE STEM WITH WALL
PERMANENT POOL 129.00 - BETWEE PH:252-237-5365 Fax [phone] ~.~~..-w~.e_.~_,_~__.-.~_.~ ~_..w _w__. eErwEEN (2) FEANCES wITH c,asKETS SUPPORTS, VAVLVE TO 1/2" WELDED REBAR TRASH RACK REMAIN CLOSED DURING Y ON STEEL PLATE BOLTED TO RISER
t ~ _ . _.__.z _ _ { ~ ~ ~ ~,_.~u..____... ~~_.m... -~,__.~v_ ~ i NORMAL POND OPERATION m' SPACES 4" APART
Tortilla Plant Ex ansion ~ Resers Fine Foods p _I. _ . y ~ RISER INVERT 127.65 ' I ~ I ~ ~ _ _ _ __,~m,H-~-s._._ _ INV. 127 38 TEMPORARY POOL 131.35 ' '
, e M NT STORAGE 124.00 ~ ~ o .__.____e. __.a._ SEDI E ~ -''~-~E 9 Lx3 Wx3.75 D
- EROSION CONTROL 123.00 ~ t a DRAINAGE AND ..._____n~~._~m_._~.~______.~..._~.~_....._. POND BOTTOM - - - _.__.-.~m._~_~~..~._.__~ wn_,~.M_._..__~~w~ ~ OU TL ~ March 8 2010 CONCRETE RISER I PERMANENT POOL 129.0 11'x5'x1.18' CONCRETE BASE
rs ~ ~ . v. _ 1;• Y;
- _ ~ . 1.5' M I N
VELOCITY DISSIPATORS ~ i _ _ _ ANTI-FLOTATION BLOCK 2'x2'x1' - ~ C _.....~.__~_._______w~ , ( ) E CASE LOWER HALF OF ANTI-SEEP COLLAR IN CONCRETE 1.5' MIN (2)-30" RCP PIPE
~ _ V r _ i OVERAGE ANTI-SEEP COLLAR SANDWICHED BETWEEN (2) FLANGES WITH GASKETS
~ ~ LOPE ~ Q 10 ;VELOCITY LENGTH WIDTH f DEPTH IN STONE I m PIPE r SIZE IN , s RISER BARREL ~ 8" DIP AND GATE VALVE EL 127 60
~ FES#3 ~ A2 ~ 0.75% I 76.9 j 9 ~ 28 11 24 CLASS 1 { ~ _ r_~..._~.._v ~ ~ _I w.._ rv.,. _ m ~_....____..~~..~M._.~ , WITH TRASH SCREEN
' ~ FES#7 I (2) 30 .0.30% ~ 76.9 6.6 ~ 19 15 24 CLASS B A..~___.._~A_.~,_ _ _ w._; o ~ 2 30 Q66% i ~~~59.9 6.8 ; 25 15 ~ -~24~ ~ CLASS 1 TO DRAIN POND FOR
FES#8 _w.,~_ w n_,s__ a..~~~..~ ~.__M- ~ _ ..N ___r. ,M_~r . r _ . m.. v , n _ .___._~f MAINTENEANCE s
~ ;LEVEL SPREADER + w
e_-.~_~_ - ~ ~ SCAL . r- ~ i h....,... y _ RISE I
o,' ~ PIPE ; SIZE IN SLOPE i Q 10 iVELOCITY LE~lGTH (13YCFS) s ~I SCALE: NTS
I~DRAWDOWN 12 OA5% 0 5 ~ 3 7 ~ 7 a _ _ _ _ _ _ _ ~ w - _
r, _ Rtr1ACY1N f1®TF RY r1®~ 1/oP~ 1® %fMf1
U. v.rvmv.. ..m rr~`.- evwx v,e ryevcv
Pit CDA 3/19/10 N JOB NUMBER: 09-145
STORM WATER REVIISED GRAPHIC SCALES CLIENT CODE: CIDA
M Re•~ n WATER A STIEWATER, SURVEYING, PLANNING, PROJECT MANAGEMENT E F I i' FIELD BOOK: 842 & 843 PER DWO COMMENTS 4/29/90 N 0 10 20 40 CADFILE: 09145-BM.dwg
Ike WtT rulmD ASCII FILE:
N ORTH CAROLINA FIRM LICENSE: P-0115 303 LDSBORO SIRE EAST, P.O. SOX 609 WILSON, N.C. 27393 PLAN & PROFILE (HORIZONTAL) LAST MODIFIED: 22-Apr-10
ITE EXPANSION.1, W" MODIFIED BY: EZ AVIFMhL
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TEL [phone] F [phone] OFFICE GREENG.COM FAUCETT+ TOWNSHIP HALIFAX CU + NORTH ( rH CAROLINA uan--AAwL'ftj-lNuoow OLF m--J'&LAN mEET No WP1 oF 3
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