20091339 Ver 1_More Info Received_20100430

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
Raleigh, NC 27604
WE ARE SENDING YOU: Attached ?
Shop Drawings Prints ?
Copy of letter Change order ?
LETTER OF TRANSMITTAL
Date 4/30/10 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
Plans
the following items:
? Samples ? Specifications
COPIES DATE NO. DESCRIPTION
1 4/30/10 1 Reser's Fine Foods Phase I revised plan sheets (WP-1, WP-2, WP-3, D-2)
1 4301/10 2 Storm Water Calculations
1 4/30/10 3 Soils Letter e' , Y
1 4/30/10 4 Repo se to Comments letter
AP

2
4/30/10
5 R 8
Checklist and O&M
1 4/30/10 6 Soil Compaction Specification WETLANDS AND STOR;<mATER Bwcm
THESE ARE TRANSMITTED as checked below:
X?For approval ?Approved as submitted ?Approved as noted nResubmit -copies for approval ?Return -corrected prints
? For your use ?X Review and comment ? 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 4/28/10
Please call with any additonal information request or questions you may have.
COPY TO
SIGNED
Michael Novak, PE
If enclosures are not as noted, kindly notes us at once.
1
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April 30, 2010
Attention: Ian McMillan
SUBJECT: Reply to comments on
April 28, 2010
PN: 09-045
Dear Mr. McMillan,
We offer the following response to the Erosion and Sedimentation Control Plan
Preliminary Review Checklist comments prepared by your office dated December 1" 2008:
Comment No. 1: Please correct the following issues on the profiles of the aluminum and
concrete outlet structures:
a) Per your Supplement Form and plan view, the pond must be
excavated to elevation 123.00. In the outlet profiles, however, it
appears that the pond is excavated only to elevation 127.60.
b) The side slopes must be shown on the profile: 10:1 for the vegetated
shelf and 3:1 elsewhere.
c) The temporary pool elevation should be shown on the profile.
d) The table states that the value for A is 18.3 feet. This does not
appear to be correct.
e) Please provide a value for H.
Response No. 1: a. The profile has been adjusted to show the pond bottom at 123.0
b. The detail and the profiles has been adjusted to show the 10:1 and 3:1
slopes.
c. The temporary pool elevation has been added.
d. The value of "A" has been adjusted.
e. The value of "H" has been added.
Comment No. 2: In the Wet Detention Basin Supplement Form, please provide the correct
value of the elevation on top of the additional storage volume. This value
will be different that the temporary pool elevation of 133.50 fmsl. Please
be certain to provide 1.0 foot of freeboard above this level.
Response No. 2: The Wet Detention Basin Supplement Form has been revised.
R:\CIDA\09145\0ffice\Comment and Response Letter 4-30-IO.doc
GREEN ENGINEERING, PLLC
WATER, WASTEWATER SURVEYING, PLANNING, PROJECT MANAGEMENT
303 N. GOLDSBORO ST. PO BOX 609 WILSON N.C. 27893 TEL [phone] FAX [phone] WWW.GREENENGINEERING.COM
Comment No. 3: Please clarify the planting plan to state that the size of all plants will be
four cubic inch containers.
Response No. 3: The chart on the Planting Plan has been revised.
Comment No. 4 Please correct the sediment removal depth in the wet detention. In the
main treatment area, this value will be equivalent to the permanent pool
elevation minus the sediment clean-out elevation. In the forebay, this
value will be equivalent to the permanent pool elevation minus the
elevation where 25% of the forebay volume is comprised of sediment (see
5.5 of the BMP Manual for more information).
Response No. 4: The elevations in the Operation and Maintenance Agreement for the Wet
Pond have been adjusted.
Comment No. 5: You must provide the Required Items Checklist associated with the Level
Spreader Supplement Form and all required items listed therein at the
correct scales. The checklist includes a signed and notarized Operation
and Maintenance Agreement for the Level Spreader.
Response No. S: An Operation and Maintenance Agreement for the Level Spreader has
been included.
Comment No. 6: Please re-design the level spreader such that there is enough space for the
level spreader device. Please show all proposed contour lines downslope
of the level spreader. The filter strip will need to be graded if a uniform,
transverse slope does not currently exist on the ground. Feel free to
contact Annette Lucas at annette.lucasgncdenr.gov or 919-715-3425 if
you need to discuss the design of the level spreader-filter strip further.
Response No. 6: The Level Spreader has been relocated and redesigned. Additional
grading has also been shown for the filter strip area.
Comment No. 7: Please provide your calculation of the flow rate of stormwater that will be
directed to the level spreader.
Response No. 7: Flow rate calculations for the Level Spreader have been included.
Comment No. 8: Please provide a soils report that is stamped by an appropriate professional
to determine the level of the SHWT based on an in-field soil boring taken
within the footprint of the proposed wet detention basin.
Response No. 8: A Soils Report showing the SHWT has been included.
R:\CIDA\09145\0ffice\Cor=ent and Response Letter 4-30-10.doc
Comment No. 9: The drainage easement around the filter strip (and all other BMPs and
BMP components) must include an additional ten feet around its
perimeter.
Response No. 9: The drainage easement aroundl the BMP components has been adjusted.
We trust that the foregoing responses will be sufficient for you to complete your review.
Should you need additional information, please advise.
Respectfully,
O'ca \? ,-a
Michael Novak, P.E.
MN/jlo
R:\CIDA\09145\Office\Co-ent and Response Letter 4-30-IO.doc
#S&ME
April 30, 2010
Green Engineering, PLLC
303 Goldsboro Street East
Wilson, North Carolina 27893
Attention: Mr. Leo Green III
Reference: Soil Evaluation & Seasonal High Water Table (SHWT) / Apparent
Water Table Estimation for Proposed Stormwater BMP
Reser's Fine Foods Site Expansion
Halifax County Industrial Park
Halifax, North Carolina
S&ME Job No. 1054-10-136
Dear Mr. Green:
S&ME, Inc. (S&ME) has conducted a soil evaluation including Seasonal High Water
Table (SHWT) / Apparent Water Table estimation in general accordance with S&ME
Proposal No. P098-IOV dated April 28, 2010. Our evaluation was conducted to review
the site and soil conditions for the design of a wet detention basin. A soil scientist
evaluated the soil conditions at two areas within the proposed wet detention basin.
PROJECT BACKGROUND
The subject property is located next to the current Reser's Fine Foods site adjacent to
Alliance Drive within the Halifax County Industrial Park in Halifax, NC (Figure 1). At
the time of the evaluation, the site was under development, and had been cleared and
graded.
On April 28, 2010, Mr. Walter Cole, S&ME soil scientist, conducted an evaluation of the
soils within the proposed wet detention basin. The soil evaluation was conducted to
provide our opinion regarding the suitability of the soil properties relative to Stormwater
Management permitted by the North Carolina Department of Environment and Natural
Resources - Division of Water Quality (NCDENR-DWQ), specifically regarding wet
detention basins.
S&ME, INC. / 3201 Spring Forest Road / Raleigh, NC 27616 / p 919.872.2660 f 919.876.3958 / www.smeinc.com
Soil Evaluation & SHWT / Apparent Water Table Estimation S&ME Project No. 1054-10-136
Reser's Fine Food Site Expansion, Halifax County Industrial Park April 30, 2010
The site vicinity map (Figure 1) was prepared using Arcview 9.2 a Geographic
Information System (GIS), and the Soil Evaluation Map (Figure 2) was generated using
information from Autocad and a site map provided by Green Engineering.
At the proposed wet detention basin shown on the attached map, hand auger borings were
advanced from natural ground level (NGL) to auger refusal below the bottom of the
proposed basin, and the following tasks were performed: (1) soil profile descriptions
were recorded, (2) soil permeability and Ksat were estimated, (3) seasonal high water
table was determined based on soil color, if applicable and (4) the apparent water table
was recorded if applicable. The following is a report of the methods utilized in this
evaluation and the results obtained.
FINDINGS
As mentioned above, the soil evaluation was performed with hand auger borings at two
different locations within the proposed wet detention basin, one in the ponded area and
one in the forebay area. Our evaluation consisted of identifying and recording the soil
morphological conditions at those locations in order to develop soil profile descriptions,
which are shown on the attached map. The hand auger boring approximate locations are
also shown on the attached map (Figure 2).
Permeability/Hydraulic Conductivity Estimation
Under current NCDWQ requirements for various stormwater devices, the in-situ soil
permeability/conductivity is an important design factor. For example, current regulations
for wet detention basins state that if a liner is required, it must be constructed or
compacted such that the infiltration rate is no more than 0.01 inches per hour. Therefore,
the soil profile descriptions on the attached map (Figure 2) show the soil morphological
conditions including texture, estimated USDA permeability and estimated USDA Ksat
for the different soil horizons found on-site.
In the location of Hand Auger Boring Location 1 within the proposed wet detention
basin, the soil consisted of an 18 inch thick surface layer of sandy loam material which
has an estimated USDA permeability range of 2 to 6 inches/hour and USDA estimated
Ksat range of 1.4 to 14 inches per hour. The underlying soil material to a depth of 22
inches consisted of sandy clay loam which has an estimated USDA permeability of 0.6 to
2 inches/hour and USDA estimated Ksat of 0.14 to 1.4 inches per hour. Below the sandy
clay loam subsurface horizon there is an 8 inch thick sandy clay horizon to a depth of 30
inches below NGL that has an estimated USDA permeability of .06 to 0.2 inches/hour
and USDA estimated Ksat of .014 to 0.14 inches per hour. Finally, the majority of the
subsurface translocated clay accumulation in the Argillic horizon was encountered at the
30 to 144 inch depth below NGL, and consisted of clay textured soil with massive
structure, very firm to extremely firm moist consistence and moderately to very sticky
and moderately plastic to very plastic wet consistence. These morphological soil
characteristics are indicative of expansive clay mineralogy and the soil found within the
Soil Evaluation & SHWT / Apparent Water Table Estimation S&ME Project No. 1054-10-136
Reser's Fine Food Site Expansion, Halifax County Industrial Park April 30, 2010
30 to 144 inch depth would have an estimated USDA permeability range as low as <.001
inches/hour and as high as .0015 to .06 inches/hour, and USDA estimated Ksat range as
low as <.001 inches/hour, and as high as .0014 to 0.14 inches/hour.
In the location of Hand Auger Boring Location 2 within the proposed wet detention basin
forebay area, the soil consisted of a 34 inch thick surface layer of sandy loam material
which has an estimated USDA permeability range of 2 to 6 inches/hour and USDA
estimated Ksat range of 1.4 to 14 inches per hour. The underlying soil material to a depth
of 22 inches consisted of sandy clay loam which has an estimated USDA permeability of
0.6 to 2 inches/hour and USDA estimated Ksat of 0.14 to 1.4 inches per hour. Below the
sandy clay loam subsurface horizon there is a 32 inch thick sandy clay horizon to a depth
of 78 inches below NGL where the majority of the subsurface translocated clay
accumulation in the Argillic horizon was encountered, that has an estimated USDA
permeability of .06 to 0.2 inches/hour and USDA estimated Ksat of .014 to 0.14 inches
per hour. Finally, at the 78 to 100+ inch depth below NGL, sandy loam textured soil
parent material was encountered that had large, coarse sand grains which has an
estimated USDA permeability range of 2 to 6 inches/hour and USDA estimated Ksat
range of 1.4 to 14 inches per hour
Please refer to the enclosed map and soil profile descriptions for more information. These
estimates were obtained from one or more of the following: Halifax County Soil Survey
"Physical & Chemical Properties of the Soil - Permeability"; and/or USDA-NRCS
(United States Department of Agriculture - Natural Resource Conservation Service)
official series description, and/or "NRCS Field Book for Describing & Sampling Soils"
the permeability estimates were converted to conductivity on the profile description
tables.
SHWT & Apparent Water Table Estimation
Under current NCDWQ regulations, the bottom of various stormwater BMP devices from
the seasonal high water table is an important design consideration. Current regulations for
wet detention basins require that the permanent pool elevation shall be no more than six
inches above or below the seasonal high water table in order to maintain a permanent
pool of water and to avoid doing a hydrogeologic analysis.
Therefore, S&ME evaluated the seasonal high water table by advancing hand auger
borings below the bottom of the proposed basin. During the hand auger advancement,
soils were evaluated by a Licensed Soil Scientist for evidence of seasonal high water
table influence. This evaluation involved looking at the actual moisture content in the
soil and observing the matrix and mottle colors. Depending on the soil texture, the soil
color will indicate processes that are driven by seasonally high water table fluctuations,
such as iron reduction and oxidation and organic matter staining. Please note that these
seasonal high water table evaluations by soil indicators are based on secondary evidence
and not on direct groundwater level measurements.
3
Soil Evaluation & SHWT / Apparent Water Table Estimation S&ME Project No. 1054-10-136
Reser's Fine Food Site Expansion, Halifax County Industrial Park April 30, 2010
At Hand Auger Boring Location 1, low chroma mottles within the soil matrix were
encountered at 30 inches below NGL and therefore, the SHWT was estimated to be at
this depth, however, because of the soil morphological characteristics of the subsurface
horizon found in this area, and the factors mentioned above, we believe that the SHWT is
"perched" above the subsurface expansive clay layer and does not represent the true
water table depth, especially since these soil layers will be excavated as part of the wet
detention basin construction. Therefore, we measured the apparent or observed water
table depth in the hand auger boring hole after one hour, to allow the water table to
equilibrate, and found it to be at 110 inches below NGL. We believe this measurement to
be a more accurate estimation of the water table depth at this location.
At Hand Auger Boring Location 2, within the forebay area, low chroma colors were
encountered in the soil matrix at 16 inches, and therefore, the SHWT was estimated to be
at this depth, however, because of the soil morphological characteristics of the subsurface
horizon found in this area, and the factors mentioned above, we believe that the SHWT is
"perched" above the clay layer and does not represent the true water table depth.
Therefore, we measured the apparent or observed water table depth in the hand auger
boring hole after one hour, to allow the water table to equilibrate, and found it to be at 78
inches below NGL. We believe this measurement to be a more accurate estimation of the
water table depth at this location.
As mentioned above, S&ME recorded the apparent (observed) water table level at each
indicated hand auger boring location if applicable. Please keep in mind that groundwater
levels fluctuate for numerous reasons and these findings do not indicate that groundwater
levels have not or will not rise above the evaluated depths. See Figure 2, and the soil
profile descriptions for the apparent (observed) water table depths.
CONCLUSION
Hand Auger Location 1- Ponded Area
Conditions on-site appear favorable for the construction of the ponded area of the
proposed wet detention basin based on the low estimated permeability / conductivity of
the underlying soil horizons. At this location, the elevation of NGL is 134, the permanent
pool elevation is proposed to be at elevation 129, and the observed water table at this
location is at elevation 125. Therefore, the water table is more than 6 inches below the
top of the permanent pool and a liner will need to be constructed or compacted such that
the infiltration rate is no more than 0.01 inches/hour, which can be achieved using the
excavated soils onsite that have estimated infiltration rates below this threshold.
Hand Auger Location 2 - Forebay
At this location, the elevation of NGL is 131, the bottom of the forebay is proposed to be
at elevation 126 and the observed water table at this location is at elevation 123.5. Based
on our apparent water table observations, the forebay bottom should not intersect
Soil Evaluation & SHWT / Apparent Water Table Estimation S&ME Project No. 1054-10-136
Reser's Fine Food Site Expansion, Halifax County Industrial Park April 30, 2010
groundwater, and if a permanent pool is required, then a compacted clay liner should be
installed within the forebay using the excavated clay from the ponded area which has
very low estimated infiltration rates. In addition, the soil at the proposed forebay bottom
depth consists of sandy clay that has massive structure that would have a low infiltration
rate, however, the sandy clay horizon at this depth extends to 78 inches before a sandy
loam parent material horizon with large coarse sand grains is encountered and therefore,
there would only be 18 inches of sandy clay below the forebay bottom before a soil
horizon with much higher infiltration rate was encountered, and therefore, we would
recommend lining the forebay area for this reason also.
LIMITATIONS
Data only from hand auger borings, where performed, and conditions may vary in
other areas of the basin.
• During the time of our evaluation, portions of the basin were under construction
which limited accessibility.
5
Soil Evaluation & SHWT / Apparent Water Table Estimation S&ME Project No. 1054-10-136
Reser's Fine Food Site Expansion, Halifax County Industrial Park April 30, 2010
CLOSING
S&ME appreciates the opportunity to provide these services to you. If you have any
questions, please contact us.
Sincerely,
S&ME, Inc.
Walter Cole, LSS, REHS Rob Willcox
Environmental Scientist Natural Resources Department Manager
Attachments: Figure 1 - Site Vicinity USGS Map
Figure 2 - Soil Evaluation Map with Profile Descriptions
SAProjects\2010\1054-10-136\ Halifax Conty Industrial Park-Reser's Fine Foods\Environmental\Reports\Soil Report.doc
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GRAPHC SCALE
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TOPO SOURCE: NCGS DRG
DARLINGTON NC, DATED 1974 !N FLLT 1
CONTOUR INTERVAL 5 FEET A-1760
SCALE: 1„ _ 1000, FIGURE NO.
DATE: APRIL 2010 *S&ME VICINITY MAP
DRAWN BY: BTR RESER'S FINE FOODS SITE EXPANSION
-` ?t'? ? , -) ?':` HALIFAX COUNTY INDUSTRIAL PARK
PROJECT NO, INC ENGINEER LICENSE #F-0176 HALIFAX, NORTH CAROLINA
1054-10-136 3201 SPRING FOREST RD, RALEIGH, NC 27616
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LEGEND
0 HAND AUGER BORING LOCATION
GRAPHIC SCALE
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FILE SOURCE: GREEN ENGINEERING,
CADFILE 09145-BM-FORSEM, DATED APRIL 29, 2010 IN FEET j
A-1761
SCALE: 1N = 50' SOILS EVALUATION FOR FIGURE NO
[DATE APRIL 2010 ??ME STORMWATER WET DETENTION BASIN
RAWN BY: ;>
BTR RESER'S FINE FOODS SITE EXPANSION `Z
HALIFAX COUNTY INDUSTRIAL PARK
ROJECT NO: INC ENGINEER LICENSE #F-0176
1054-10-136 3201 SPRING FOREST RD, RALEIGH, NC 27616 HALIFAX, NORTH CAROLINA
Color

cation 2 - Forebay Area
USDA USDA
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(lt. 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.
la?? k1P1 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.
KN N ulp 1 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.
11,43 T'a 1)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.
M.) o Nk
M-30 %P?J
bd)&?A_ Way
WR
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
Permit Number
(to be provided by DWQJ
Drainage Area Number.
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
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 BMP.
Important maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will 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 rernediate the problem:
The entire filter strip Trash/debris is present. Remove the trash/debris.
system
The flaw splitter device The flow splitter device is Unclog the conveyance and dispose
(if applicable) clogged. of an sediment off-site.
The flow sputter device is Make any necessary repairs or
damaged. replace if damage is too large for
repair.
Form SV?U401-Level Spreader, Filter Strip, Restored Riparian Buffer 0&M-Rev.3 Page 1 of 4
BMP element: Potential problem: How I will remediate the problem:
The Swale and the level The swale is clogged with Remove the sediment and dispose
lip sediment of it off site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo a of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish
the erosion control material.
The filter strip Grass is too short or too long Maintain grass at a height of
(if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
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.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
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.
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water Erosion or other signs of Contact the NC Division of Wafter
damage have occurred at the Quality local Regional Office, or the
outlet 401 Oversi ht Unit at 919-733-1786.
Form SWU40I-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev-3 Page 2 of 4
Permit Number.
(to be provided by DTf,Q)
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 parry..
Project name:RESER'S FINE FOODS-SITE EXPANSION
BMP drainage area numbei-THASE 1A-DA FOR WO AREA #I/PHASE 11&111 FOR
WQ AREA #1
Print name:Paul Leavy
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, '3447-Ar.1 a Notary Public for the State of
OIZ-? e . , County of , , do hereby certify that
Pq::12 t- ZE+'c. my personally appeared before me this 29
day of A_pr?A j- , v and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or leve spreaderm?ainten}ance requirements.
Witness my hand and official seal, aa?' _ y / (?-?-kXs-?>?c
S OFFICIAL SEAL
SARAH J HOLLOWAY
NOTARY PUBLIC-OREGON
COMMISSION NO. 436906
#my COMMISSION EXPIRES MARCH 20, 2013
SEAL

My commission expires "AQ_r.t+ ?o} may, s -
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 4
Title:Chief Financial Officer
Permit Number:
(to be provided by DbFO)
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer 0&M-Rev.3 Page 4 of 4
NCDENR
CA ?vargR
P liii? Y
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 252-237-5365
Date 4114/2010
Drainage area number Phase I-DA for WQ Area#1 I Phase 11$111-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
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the worksheet.
Peak 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 ft 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)
Design flow 0.46 cfs
Is a bypass device provided? Y (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)
Does the bypass discharge through a wetland?
Does 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
cfs
w
?,

t • Y
---- 1
M M
i B i
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
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.
Page/ Plan
Initials Sheet No.
Wes- 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 111, 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.
41P 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.
WS 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.
_MW- \AlP 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.
Cb4
•, a 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
0
9. A copy of the deed restrictions (if required).

S'a(.n 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
(04 soil maps are not an acceptable source of soils information.
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)
OF W A TF,9
Oa QG
AMM
? f
NCDENR Y
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 III) must be printed, filled out and submitted along with all of the required information.
L 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
11. DESIGN INFORMATION
Site Characteristics
Drainage area 435,600 ff
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
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume requires
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
41,796 ft3 OK
101,713 ff3
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
130.74 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 Insufficient. Must equal the temp. pool elev. previously entered.
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)
F11 -DESIGN INFORMATION
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SA/DA ratio
Area PROVIDED, permanent pool,' Penm3W
Area, bottom of 1Oft vegetated shelf, Aot shelf
Area, sediment cleanout, top elevation (bottom of pond), &,ond
Volumes
Volume, temporary pool
Volume, permanent pool,
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SA/DA Table Data
Design TSS remova
Coastal SA/DA Table Used..
Mountain/Piedmont SA/DA Table Used'
SA/DA ratio
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b
Volume, permanent pool,
Area provided, permanent pool, • erm_pwl
Average depth calculatec
Average depth used in SA/DA, J, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b
Area provided, permanent pool, 4,._c.,
Area, bottom of 1Oft vegetated shelf, Aoi shelf
Area, sediment cleanout, top elevation (bottom of pond), kt,ond
"Depth" (distance b/w bottom of 1 Oft shelf and top of sedimen
Average depth calculatec
Average depth used in SA/DA, qv, (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular;
Area of orifice (if-non-circular)
Coefficient of discharge (CD)
Driving head (F6)
Drawdown through weir?
Weir type
Coefficient of discharge ()
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?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
Form SW401-Wet Detention Basin-Rev.8-9/17/09
25,286 fly
13,504 fe
3.10 (unitless)
14,457 ff1 OK
12,173 ff
6,405 f'
101,713 ft3 OK
54,003 ft3
11,120 ft3
20.6% % OK
85 %
N (Y or N)
Y (Y or N)
3.10 (unitless)
N (Y or N)
54,003 ft3
14,457 ff
Need 3 ft min.
Y (Y or N)
14,457 ff
12,173 ftZ
6,405 fly
4.50 ft
3.90 ft OK
4.0 ft OK
Y (Y or N)
4.00 in
in'
0.65 (unitless)
0.53 ft
N (Y or N)
(unitless)
(unitless)
ft
ft
6.50 ft3/sec
19.72 ft3/sec
0.46 ft3/sec
3.30 days
3 :1
10 :1
10.0 ft
3 :1
3.0 :1
Y (Y or N)
1.0 ft
Y (Y or N)
Y (Y or N)
Y (Y or N)
PUMP OUT
OK, draws down in 2-5 days.
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
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
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 BMP.
The wet detention basin system is defined 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 ® 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
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. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate 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 Page 2 of 4
Permit Number:
(to be provided by DWQ)
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. 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 5.0 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 2.0 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
Sediment Removal
Bottom
Permanent Pool Elevation 129.00
131.00 Pe anen
----------------- Volume
126.00 -ft Min.
Sediment
Storage
FOREBAY
Pool
Sediment Removal Elevation- 124.00 - - - - - Volume
Bottom Elevation
MAIN POND
1-ft
Storage
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Permit Number:
(to be provided by DWQ)
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 number:PHASE I-DA FOR WQ AREA#1/PHASE II&III-DA FOR
WO AREA#1
Print name:Paul Leavy
Title:Chief Financial Officer
Address: 15570 SW J
Phone: [phone]
Signature:
Date:
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, ?;?;? s , ? ?-?? cry , a Notary Public for the State of
cxz?-e-? , County of do hereby certify that
%OA,,JL L&W y f personally appeared before me this 1
day of A P ?, L , Z?_' 1 O , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
OFFICIAL SEAL
SARAH J HOLLOW
NOTARY PUBLIC-OREGON
*my COMMISSION NO.43690
COMMISSION EXPIRES MARCH 20 2013
SEAL
My commission expires ?., Asz_ctt z c 120 13
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
DIVISION 2 - SITE WORK
DETAILED SPECIFICATIONS
SECTION 0220 - EXCAVATION, FILLING AND GRADING
PART 1.00 - GENERAL
1.01 Description
d
02259-
0 lot
Itf
q 4?S
3© - ?-d I a
Excavating, filling, and grading required for this work includes, but is not necessarily limited
to:
A. Excavating for footings and foundations
B. Filling and backfilling to attain indicated grades
C. Trenching and trench backfilling
D. Rough and finish grading of the site
E. Furnishing and installing granular cushion under all interior concrete slabs on grade
1.02 Job Conditions
A. Dust Control
Use all means necessary to control dust on and near the work and on and near any
off-site borrow areas if such dust is caused by the Contractor's operations during
performance of the work or if resulting from the condition in which the Contractor
leaves the project site.
Thoroughly moisten all surfaces as required to prevent dust from being a nuisance to
the public, neighbors, and other work operations on the site.
B. Protection
Use all means necessary to protect all materials of this section before, during and
after installation. In the event of damage, immediately make all repairs and
replacements necessary to the approval of the Engineer and at no additional cost to
the Owner.
EXCAVATION, FILLING & GRADING 0220 - 1
PART 2.00 - MATERIALS
2.01 Fill Material. General
A. Approval Required
All fill material shall be subject to approval of the Engineer.
B. Notification
For approval of imported fill material, notify the Engineer at least four working days
in advance of intention to import material, designate the proposed borrow area, and
permit the Engineer to sample as necessary from the borrow area for the purpose of
making acceptance tests to prove the quality of the material.
2.02 On-site Fill Material
All on-site fill material shall be soil-rock mixture which is free from organic matter and other
deleterious substance. It shall contain no rocks or lumps over four inches in greatest
dimension and not more than 15% of the rocks or lumps shall be larger than 2 inches in
greatest dimension.
2.03 Imported Fill Material
All imported fill material shall meet the requirements of Section 2.02 above and shall, in
addition, be predominantly granular with a maximum particle size of two inches and a
plasticity index of 12 or less.
2.04 Fill Beneath Foundations
All fill material placed within two feet of the base of building footings and/or slabs have a
plasticity index of 15 or less.
2.05 Granular Cushion
The granular cushion material to be installed under floor slabs as shown on the drawing shall
be a clean mineral aggregate with particle sizes grading within the following limits:
Passing 1 " mesh 100%
Passing #8 sieve 5% or less
Passing #200 sieve I% or less
N. C. Department of Transportation gradation size 57 is acceptable for this application.
EXCAVATION, FILLING & GRADING 0220 - 2
2.06 Trench and Structural Backfill
A. On-Site Fill Material
All on-site fill material used for trench and structural Backfill shall meet the
requirements of Section 2.02 above.
B. Imported Cohesionless Material
All imported cohesionless material used for trench and structural Backfill shall be
free from organic substance and other deleterious matter, shall be subject to the
approval of the Engineer, and shall be in particle size grading within the following
limits:
Passing the number four sieve: 100%
Passing the number 200 sieve: 3% maximum
2.07 Other Materials
All other materials, not specifically described but required for proper completion of the work
of this Section, shall be as selected by the Contractor subject to the approval of the Engineer.
PART 3.00 - EXECUTION
3.01 General
Prior to all work of this Section, become thoroughly familiar with the site, the site conditions,
and all portions of the work falling within this Section.
Do not allow or cause any of the work performed or installed to be covered up or enclosed by
work of this Section prior to all required inspections, tests, and approvals.
Should any of the work be so enclosed or covered up before it has been approved, uncover all
such work at no additional cost to the Owner.
After the work has been completely tested, inspected, and approved, make all repairs and
replacements necessary to restore the work to the condition in which it was found at the time
of uncovering, all at no additional cost to the Owner.
3.02 Finish Elevations and Lines
For the setting and establishing of finish elevations and lines, the Owner through his
Engineer shall provide to the Contractor sufficient plans, monuments, bench marks and/or
EXCAVATION, FILLING & GRADING 0220 - 3
references for the Contractor to properly construct the project in accordance with the project
drawings.
The Contractor shall take all necessary precautions to preserve all monuments, bench marks,
and references provided for this project, and if lost or disturbed, shall immediately replace
such to the approval of the Engineer at no cost to the Owner.
3.03 Excavating
A. Depressions Resulting from Removal of Obstruction
Where depressions result from, or have resulted from, the removal of surface or
subsurface obstructions, open the depression to equipment working width and
remove all debris and soft material as directed by the Engineer.
B. Other Areas
Excavate to grades shown on the Drawings.
Where excavation grades are not shown on the Drawings, excavate as required to
accommodate the installation.
C. Overexcavation
Backfill and compact all overexcavated areas as specified for fill below and at no
additional cost to the Owner.
3.04 Preparation of Sub rg ade
A. Stripping
After the site has been cleared, the Contractor shall strip the vegetation and topsoil to
a depth of at least 12 inches below the original elevation in the area beneath the
building. This topsoil shall be stockpiled for later use in landscaping the site.
B. Scare 'n
After the site has been cleared, stripped, and excavated to within six inches of the
specified depths for recompaction, scarify the exposed surface to aminimum depth of
six inches, thoroughly moisture condition, and compact to the requirements specified
for fill below.
C. Leveling
Remove all ruts, hummocks, and other uneven surfaces by surface grading prior to
placement to fill.
EXCAVATION, FILLING & GRADING 0220 - 4
3.05 Excess Water Control
A. Unfavorable Weather
Do not place, spread, or roll any fill material during unfavorable weather conditions.
Do not resume operations until moisture content and fill density are satisfactory to
the Engineer.
B. Floodin
Provide berms or channels to prevent flooding of subgrade; promptly remove all
water collecting in depressions.
C. Softened Sub g ade
Where soil has been softened or eroded by flooding or placement during unfavorable
weather, remove all damaged areas and recompact as specified for fill and
compaction below.
D. Dewaterina
Provide and maintain at all times during construction, ample means and devices with
which to promptly remove and dispose of all water from every source entering the
excavations or other parts of the work.
Dewater by means which will ensure dry excavations and the preservation of the final
lines and grades of bottoms of excavations.
3.06 Fill and Compaction
A. Filling
After subgrade compaction has been approved by the Engineer, spread approved fill
material in layers not exceeding six inches in uncompacted thickness.
B. Moisture Conditioning
Water or aerate the fill material as necessary and thoroughly mix to obtain a moisture
content which will permit proper compaction.
C. Compaction, General
Compact each soil layer to at least the specified minimum degree; repeat compaction
process until plan grade is attained.
EXCAVATION, FILLING & GRADING 0220 - 5
D. Degree of Compaction Requirements
(By Standard Proctor, except where noted)
I . Structural fill:
Densify all structural fill, including recompacted existing fill and backfill, to a
minimum degree of compaction of 90%.
2. Pavement areas:
Compact the upper six inches of fill in pavement areas to a minimum degree of
compaction of 95%.
3. Wet Detention Basin Area:
Interior surface of the wet detention basin including invert shall be compacted
to obtain a minimum permeability of 0.01 "/hr. On site soils are suitable for
use as a liner. Excavated soils from the main section of the detention basin
shall be used to line the forbay area of the wet detention basin. Soils in the
forbay area shall also be compacted to obtain a minimum permeability of
0.10"/hr. Reference Soil Evaluation and Seasonal High Water Table (SHWT)/
Apparent Water Table Estimation For Proposed Stormwater BMP Prepared by
S&ME dated April 30, 2010.
4. Trenches in building and pavement areas:
Building and pavement areas are defined, for the purpose of this paragraph, as
extending a minimum of five feet beyond the building and/or pavement.
Compact cohesion backfilI material to a minimum degree of compaction of
90%.
Compact the upper six inches of backfiIl in pavement areas to a minimum
degree of compaction of 95%.
Densifycohesionless backfill material to a minimum relative density of 70% as
determined by the ASTM test designated as D-2049-69.
Compact materials of questionable cohesion to either as minimum degree of
compaction of 90% or a minimum relative density of 70%0, whichever results in
the greater dry density.
3.07 Grading
A. General
EXCAVATION, FILLING & GRADING 0220 - 6
Except as otherwise directed by the Engineer, perform all rough and finish grading
required to attain the elevations indicated on the Drawings.
B. Grading Tolerances
1. Rough grade
Building and parking areas: Plus or minus 0.1 foot
2. Finish grade
Granular cushion under con-
crete slabs:
Parking areas:
Landscaped areas:
C. Treatment After Completion of Grading
Plus or minus 0.05 foot
Plus or minus 0.1 foot
Plus or minus 0.1 foot
After grading is completed and the Engineer has finished his inspection, permit no
further excavation, filling, or grading except with the approval of and inspection of
the Engineer.
Use all means necessary to prevent the erosion of freshly graded areas during
construction and until such time as permanent drainage and erosion control measures
have been installed.
3.08 Excavating for Footings
A. Preparation
To minimize differential settlement, it is essential that earth surfaces upon which
footings will be placed be compacted to the approval of the Engineer and in
accordance with the compaction requirements established in this Section of these
Specifications.
Verify that all compaction is complete and approved prior to excavating for footings.
B. Excavating
Excavate to the established lines and grades.
Cut off bottom of trenches level and remove all loose soil.
Where soft spots are encountered, remove all defective material and replace with lean
concrete.
EXCAVATION, FILLING & GRADING 0220 - 7
3.09 Placing Granular Cushion
Carefully place the granular cushion in areas to receive concrete slabs on grade, uniformly
attaining the thickness indicated on the Drawings and providing all required transition planes.
3.10 Trenching
A. General
Perform all trenching required for the installation of items where trenching is not
specifically described in other Sections of these Specifications.
Make all trenches open vertical construction with sufficient width to provide free
working space at both sides of the trench and around the installed item as required for
joining, backfilling, and compacting.
B. Depth
Trench as required to provide the elevations shown on the Drawings.
Where elevations are not shown on the drawings, trench to sufficient depth to give a
minimum of 18 inches of fill above the top of the pipe measured from the adjacent
finished grade, except provide a minimum of 30 inches cover on asbestos cement
pipe.
C. Correction of Faulty Grades
Where trench excavation is inadvertently carried below proper elevations, backfill
with material approved by the. Engineer and then compact to provide a firm and
unyielding subgrade and/or foundation to the approval of the Engineer and at no
additional cost to the Owner.
D. Trench Bracing
Properly support all trenches in strict accordance with all pertinent rules and
regulations.
Brace, sheet, and support trench walls in such a manner that they will be safe and that
the ground alongside the excavation will not slide or settle, and that all existing
improvements of every kind, whether on public or private property, will be fully
protected from damage.
In the event of damage to such improvements, immediately make all repairs and
replacements necessary to the approval of the Engineer and at no additional cost to
EXCAVATION, FILLING & GRADING 0220 - 8
the Owner.
Arrange all bracing, sheeting, and shoring so as to not place stress on any portion of
the completed work until the general construction thereof has proceeded far enough
to provide sufficient strength.
E. Removal of Trench Bracing
Exercise care in the drawing and removal of sheeting, shoring, bracing, and timbering
to prevent collapse or caving of the excavation faces being supported.
F. Grading and Stockpiling Trenched Material
Control the stockpiling of trenched material in a manner to prevent water running
into the excavations.
Do not obstruct surface drainage but provide means whereby storm and waste waters
are diverted into existing gutters, other surface drains, or temporary drains.
3.11 Foundation For Pipes
A. General
Grade the trench bottoms to provide a smooth, firm, and stable foundation free of
rock points throughout the length of the pipe.
B. Foundation Material
Place a minimum of six inches of the specified cohesionless material in the bottom of
the trench when directed by the Engineer.
C. Subsurface Conditions
In areas where soft, unstable materials are encountered at the surface upon which
cohesionless material is to be placed, remove the unstable material and replace it with
material approved by the Engineer; make sufficient depth to develop a firm
foundation for the item being installed.
If the need for such overexcavation has been occasioned by an act or failure to act on
the part of the Contractor, make the overexcavation and replacement at no additional
cost to the Owner.
D. Shaping
EXCAVATION, FILLING & GRADING 0220 - 9
At each joint in pipe, recess the bottom of the trench as required into the firm
foundation in such a manner as to relieve the bell of the pipe of all load and to ensure
continuous bearing of the pipe barrel on the firm foundation..
Accurately shape all pipe subgrade and fit the bottom of the trench to the pipe shape.
3.12 Bedding for Pipes
A. General
To ensure that adequate and uniform support is provided both under and along the
sides of the pipe, stone bedding material must also be utilized for haunching at least
up to the spring line of all PVC and ABS pipe. This bedding shall be included in the
price of bid for work being performed, and will not be paid for extra.
Take special care to provide firm bedding support on the underside of the pipe and
fittings for the full length of the pipe.
B. Material
Acceptable bedding material shall be a granular, non-cohesive material which shall
have a 95% passing a 3/4 inch sieve and 95% retained on a #4 sieve.
C. Other bedding procedures and materials may be used if prior written approval has
been obtained from the Engineer.
3.13 Backfill for Pipes
A. Usina On-Site Materials
After the pipe has been properly bedded, selected material from excavation or
borrow, at a moisture content which will facilitate compaction, shall be placed
alongside the pipe in layers not exceeding 6 inches in depth. Care shall be taken to
insure thorough compaction of the fill under the haunches of the pipe.. Each layer
shall be thoroughly compacted by rolling, tamping and mechanical rammers, or by
hand tamping with heavy iron tampers, the tamping face area of which shall not
exceed 25 square inches. The method of filling and compacting shall be continued
until the fill has reached an elevation 12 inches above the top of the pipe. The
EXCAVATION, FILLING & GRADING 0220 - 10
remainder of the trench shall be backfilled and thoroughly compacted the layers not
exceeding 6 inches.
B. Using Imported Cohesionless Material
After the pipe has been bedded, cover and fill the remaining portion of the trench
with the specified cohesionless material and densify as specified in this Section.
3.14 Cleaning U12
Upon completion of the work of this Section, immediately remove all debris and excess earth
material from the site.
END OF SECTION 0220
EXCAVATION, FILLING & GRADING 0220 - 11
P4 41- -42 C
i oa - ? 3 30, LJ:1"
16
Reser's Fine Foods Halifax
Tortilla Plant -Phase 1
Storm Water Calculations
Located in:
Halifax Coun North Carolina
?????IIIk11i???
Prepared by:
Green Engineering, PLLC
-0
March 5, 2010
Rev: April 21, 2010
Rev: April 30, 2010
RACIDA\09145\Engineering\DWQ Calcs Cover&Narrative.doc I
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 SchemPyV
y ra ow Hydrographs Extension for AutoCAD®Civil 3D® 2008 by Autodesk, Inc. v6.052
Proposed Runoff
y
xpansion Pond
Leaend
Hvd. Origin Description
SCS Runoff Proposed Runoff
Reservoir Expansion Pond
Project: Pond.gpw Wednesday, Apr 21, 2010
Hyd rog rap h Return PerioOydrRoPPyda
ro Pphs 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
I
l SCS Runoff
Reservoir ------
1 -------
------- 41.35
30.33 -------
------- -------
------ 66.92
59.84 -------
------- -------
------- 111.13
87.17 Proposed Runoff
Expansion Pond
o
j. file: Pond.gpw Wednesday, Apr 21, 2010
Hyd rog ra p h Summary Reid 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 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
eyd. 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
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
Proposed Runoff
Hyd. No. 1 -- 2 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 00
0 180 360 540 720 900 1080 1260
N Hyd No. 1 Time (min)
Hydrograph Report
5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Wednesday, Apr 21, 2010
Oyd. No. 2
Expansion Pond
Hydrograph type = Reservoir Peak discharge = 30.33 cfs
Storm frequency = 2 yrs Time to peak = 723 min
Time interval = 3 min Hyd. volume = 65,581 cuft
Inflow hyd. No. = 1 - Proposed Runoff Max. Elevation = 131.89 ft
Reservoir name = Expansion Pond Max. Storage = 52,537 cuft
Storage Indication method used.
Q (cfs;
50.00
0
40.00
30.00
20.00
10.00
Expansion Pond
Hyd. No. 2 -- 2 Year
i
10.00
0.00 r 0 00
0 180
Hyd No. 2
360 540 720 900 1080 1260 1440
Hyd No. 1 Total storage used = 52,537 cuft
Q (cfs)
50.00
40.00
30.00
20.00
1620
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 (cuft) Total storage (cult)
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) = 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

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 --- --- -- -- --- 0.000
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
to
Hyd rog ra p h Summary Red°flow 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
(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 8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 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
0.00
50.00
40.00
30.00
20.00
10.00
0.00
Proposed Runoff
Hyd. No. 1 -- 10 Year
Q (cfs)
-7
0 180
is - Hyd No. 1
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
360 540 720 900 1080 1260
Time (min)
Hydrograph Report 9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Wednesday, Apr 21, 2010
layd. No. 2
Expansion Pond
Hydrograph type = Reservoir Peak discharge = 59.84 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 3 min Hyd. volume = 134,857 cuft
Inflow hyd. No. = 1 - Proposed Runoff Max. Elevation = 132.18 ft
Reservoir name = Expansion Pond Max. Storage = 59,009 cuft
Storage Indication method used.
Q (cfs;
70.00
40.00
50.00
40.00
30.00
20.00
10.00
Expansion Pond
Hyd. No. 2 -- 10 Year
Q (cfs)
70.00
60.00
0.00 - I.....- - I ?..
0 180
is - Hyd No. 2
360 540
Hyd No. 1
50.00
40.00
30.00
20.00
10.00
n nn
720 900 1080 1260 1440vvV
Time (min)
Total storage used = 59,009 cuft
10
Hyd rog ra p h Summary Red°low 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
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 111.13 3 717 296,061 ------ ------ ------ Proposed Runoff
2
I Reservoir 87.17 3 720 255,229 1 132.73 69,992 Expansion Pond
nd.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
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
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
11000
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 AutoCADO Civil 3D0 2008 by Autodesk, Inc. v6.052 Wednesday, Apr 21, 2010
*yd. No. 2
Expansion Pond
Hydrograph type = Reservoir Peak discharge = 87.17 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 3 min Hyd. volume = 255,229 cuft
Inflow hyd. No. = 1 - Proposed Runoff Max. Elevation = 132.73 ft
Reservoir name = Expansion Pond Max. Storage = 69,992 cuft
Storage Indication method used.
Expansion Pond
Q (cfs) Hyd. No. 2 -- 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 1440 1620
Time (min)
Hyd No. 2 Hyd No. 1 Total storage used = 69,992 cuft
Hydraflow Table of Contents
Pond drawdown.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Thursday, Apr 22, 2010
Owatershed 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
•
•
Watershed Model SchemPyV
y ra ow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Proposed Runoff
---- Expansion Pond
Legend
tiyd. Origin Description
SCS Runoff Proposed Runoff
Reservoir Expansion Pond
Project: Pond drawdown.gpw
Thursday, Apr 22, 2010
Hydrograph Return Perioddra Rflow y ro raefca
yphs 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 11.17
0.395 ------
------ -------
------- ------
------- 66.92
10.01 -------
------- ------
------ -------
------- Proposed Runoff
Expansion Pond
Pro j. file: Pond drawdown.gpw Thursday, Apr 22, 2010
Hyd rog rap h Summary Red°flow 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
(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 Thursday, Apr 22, 2010
Hydrograph Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Thursday, Apr 22, 2010
leyd. 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
41.00
8.00
Proposed Runoff
Hyd. No. 1 -- 1 Year
6.00
4.00
2.00
0.00
0 180
Hyd No. 1
360 540 720
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
900 1080 1260 1440
Time (min)
5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
loyd. 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
Thursday, Apr 22, 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
Expansion Pond
Hyd. No. 2 -- 1 Year
6.00
4.00
2.00
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
Time (min)
Hyd No. 2 Hyd No. 1 Total storage used = 17,072 cuft
Pond Report
6
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2008 by Autodesk, Inc. v6.052 Thursday, Apr 22, 2010
Pond No. 1 - Expansion Pond
*ond 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] [B] [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/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

tage
o 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 --- --- 0.00 -- - --- --- --- 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
40
Hyd rog ra p h Summary Red°flow 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
(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
Proposed Runoff
Hyd. No. 1 -- 10 Year
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Thursday, Apr 22, 2010
I*yd. 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
0 00
8
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 180
Hyd No. 1
360 540 720 900 1080 1260
Time (min)
Hydrograph Report
9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Thursday, Apr 22, 2010
*yd. No. 2
Expansion Pond
Hydrograph type = Reservoir Peak discharge = 10.01 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 3 min Hyd. volume = 175,622 cuft
Inflow hyd. No. = 1 - Proposed Runoff Max. Elevation = 133.75 ft
Reservoir name = Expansion Pond Max. Storage = 95,654 cuft
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
0 360 720 1080 1440 1800 2160 2520 2880 3240
Time (min)
Hyd No. 2 Hyd No. 1 Total storage used = 95,654 cuft
Hydraflow Rainfall Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Thursday, Apr 22, 2010

Return
P
i
d Intensity-Duration-Frequency Equation Coefficients (FHA)
er
o
(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
49 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
Return
Period Intensity Values (in/hr)
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60

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.
Preci . file name: Sam le. c
•
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
•
is
*Vegetation r>oL shown da,,: Average depth of permanent pool to use in the SA1DA tables (ft)
'"*Freeboard & hardened Option 1: day vye?M_yoor
=
emergency overflow Apd6 -F°°j
not shown Ab._,re
7 A,. _srr, Depth
= 1 x
*"`*Siide slaps stabilized Option 2: dm 0:25x + ? A,[(
per PEjudgment L--- )]
Vegetated
Temporary pool
Permanent pool Side slope
C utlet above 1 Bottom of vegetated shelf r 1 Fore}>ay
temporary pool** Bottom of pond (Sediment Vegetated" Side slopes
I clean-out top elf-- ation) shelf 2.1
Outlet orifir° i c-dirnent clean out lOtT, 10 1
f bottom elevation ---
I ? ? i1e rhpe ? ,
,
F
-- --------- -
.gip, t
5ft
Sediment staragn (min 1 ft)
Depth Distance}_,etweeslbotf?rn?f:hetfandb?,ttomofp?nd(eclu?}ee."sediment}(ft)
Swf,,ce area atbottom of shelf (inOudes main pond ? forebay(s)) CfP) _
ty T„_ ? ?' :AuTface area at permanent pool (includes main pond & forebay(s)) (ft
surface area at l cttor of pond ehuluding sediment,stora ee (main pond Only) (ft-7)
VPQm,_j,,,t Volume of permanentpno1 (mcHldes piain pond forebay(.*, excludes 5e,3irneat) (fO)
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 =
WATER DISPLACEMENT =
FACTOR =1.5
CONCRETE NEEDED =
ADDITIONAL 1.0' SQUARE
CONCRETE PAD AREA =
*DEPTH NEEDED =
ANTI FLOAT DIMENSIONS
L= 11.0
W= 5.0
D= 1.19
101.25 CF
6318 CF
9477 CF
65.36 CF
55
SF
1.19
0
/ ~ ~ , ~ I
- - - - - - ~ MAP LEGEND _ + LEGEND,
J' ~ , ~ ~ +
EXISTING CENTERLI~ , ` J / 1 / J ~ , J' PROPOSED CENTERI JG CENTERLINE - - ~ iSED CENTERLINE - - 1. OBTAIN GRADING PERMIT PRIOR TO BEGINNING CONSTRUCTION.
, EXISTING EASEMENI JG EASEMENT - - - - - - - - - - - - - CONTACT LAND QUALITY BEFORE ANY WORK BEGINS ON THE PROJECT.
Q' ~ ~ PROPOSED EASEMEI iSED EASEMENT - - - - - - - - - - - - - FAILURE TO DO SO WILL RESULT IN A NOTICE OF VIOLAl10N. OWNER
~ ~ J ~ EXISTING PROPERTI' JG PROPERTY LINE - - SHALL MAKE THE NOIIFICAIION. N
, / J PROPOSED PROPER iSED PROPERTY LINE 2. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING U11LI1IES PRIOR ~
' PROPOSED 70 L LEVEL EXISTING RIGHT-OF JG RIGHT-OF-WAY TO COMMENCING CONSIRUCITON BY CONTACTING ULCO (1 800 0~2
` ~ u _ / 1 SPREADER WITH 30' WIDE PROPOSED RIGHT-( 1 ~ J / / ~ , ~ ' USED RIGHT-OF-WAY - _ _ _ 632-4949). ~
.,~x ~ ,J VEGETATED FILTER STRIP PROPOSED BOUNDA `~~4 ~ ; ' EXISTING WETLAND USED BOUNDARY 3. LOCATE PROPERTY LINES, LIMITS OF DISTURBANCE, AND STOCKPILE ~ SR-1746 JG WETLANDS LINE LocATIONS. o~
J/ , / J i / / , / / / 4. INSTALL BOTH CONSTRUCTION ENTRANCES PER PLAN. ~
5. INSTALL SILT FENCING -THE SILT FENCE SHALL BE PLACED DOWNSTREAM OF DISTURBANCE IN AREAS OF SHEET FLOW AND SPOIL
' J ~ ~ / LEGEND .ND SHALL BE PLACED ON UPSTREAM SIDE OF TRENCH DURING
J y. / ' / EXCAVATION ACTIVITIES.
' ~ XI TING CONTOUR ' ES , JG CONTOUR, MAJOR 100-- 6. INSTALL TEMPORARY DIVERSIONS AND SEDIMENT BASINS AS SHOWN ON
/ ' / ~ I TING CONTOUR ' I EX S , JG CONTOUR, MINOR --------------101-------------- THE APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE
/ PROPOSED CONTOU • / / USED CONTOUR, MAJOR DEVICES.
/ r . ° ° ° ° 'J' PROPOSED CONTOU , / , , / / J ~ ~ ~ ~ ° ° ; ' ~ PROPOSED FLOWLIN / „ / USED CONTOUR, MINOR 101 7. INSTALL STOCKPILE AREAS. Pierces USED FLOWLINE g, PERFORM MASS GRADING OPERATION UN11L COMPLETE.
• , ° / DIVERSION .ION Crossroads ®pe D D®? D®M D®? D~oP Ds
/ ~ , • • ° . ° / , ~ TEMPORARY DIVERS RARY DIVERSION ®.ro..m®wm®e~ro~oin~.in® 9. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE Wllli
EXISTING FENCE ' ~ ' • ; / , JG FENCE VEGETATION, PAVINGS DITCH LININGS, ETC. ENSURE. SEDIMENT IS x x x CONFINED AND DOES. NOT TRAVEL TO WATERCOURSES.
~ ~ 'PROPOSED FENCE USED FENCE x x X(~
/ ° ° ° J LIMITS OF DISTURBI „ / , • ° ~ / J 10. ANY DITCHES ERORED OR SCOURED AS A RESULT OF CONSIRUC110N OF DISTURBANCE y
' ~ A UMINUM RISER ° ° / PROPOSED 15 L • ° . • ° • PROPOSED SILT FEP ° / USED SILT FENCE SHALL BE RESTORED TO ORIGINAL FORM, REINFORCED WITH SUITABLE LINING, AND SEEDED APPROPRIATELY.
WITH 4 ~ ORIFACE AND TRASH RACK ~ • - ~ PROPOSED CURB & / USED CURB & GUTTER 11. WHEN CONSIRUC110N IS COMPLETE AND ALL AREAS ARE STABILIZED VICINITY MAP JG EDGE OF PAVEMENT cOMPLET>=LY, CALF FOR INSPEC110N BY ENVIRONMENTAL INSPECTOR.
AND 15 ~ OUTLET • ° ~ EXISTING EDGE OF TOP=130.95 ~ :~a~° ° ° ~ EXISTING EDGE OF JG EDGE OF DIRT PATH SCALE: 1"=2000'
INV-127.65 ~ ° . • : e~ ° • ~ , , PROPOSED EDGE Of USED EDGE OF PAVEMENT 12. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCING,
' " ;c° i I ~ PROPOSED STORM I USED STORM PIPE SEDIMENT BASINS, ETC., AND SEED OUT OR PAVE ANY RESULTING LEGEND 3sesT BARE AREAS ALL REMAINING PERMANENT EROSION CONTROL DEVICES
PROPOSED 9X3 I I ° • ; t ° PROPOSED POSED FLARED ' ~ ° ° • ° ~ DRAINAGE PRO SED FLARED END SECTION ssmsT 4 (SUCH AS VELOCITY DISSIPATERS) SHOULD BE INSTALLED NOW.
CONCRETE RISER ° ° • ~ / , 'TOP=131.35 I I' • • ° ° ~ EASEMENT ® ~ ® LIMITS OF DISTURBANCE 13. WHEN VEGETATION .HAS BECOME ESTABLISHED, CALL FOR FINAL SIZE
PROPOSED POND I J ' • ° • I / PERM. POOL = 129.0 INV=127.60 I / INSPEC110N BY ENVIRONMENTAL INSPECTOR. NO EROSION CONTROL . . SILT FENCE
% BOTTOM = 123.0 ~ ri>~ ~'I MEASURES MAY BE REMOVED UN11L APPROVED BY LAND QUALITY.
/ , l ~ j ` ROCK CHECK DAM
/ / ~ r
i ~l ~ ~ 1 ~ + ' PR OSED FES 7 ~ + ~ - ~ '
~ # ~ ~ + ~ ELEVA~ 2 -30"~ RCP WITH j O ~ ELEVATION RECAP DIMENSIONS DIMENSIONS DISSIPATER PAD
' (2 19'Lx15'Wx24"D CL.B NONE ; ' ~ l PROPOSED FES#8 DESCRIPTION l) r , )ESCRIPITON ELEV. DESCRIPITON DIM. DESCRIP110N DIM. FLARED END SECTION
J RIPRAP' DISSIPATOR PAD ~ 1 . (2)-30 ~ RCP TOP OF DIKE ~OP OF DIKE 134.50 WIDTH OF DIKE 10.0' RISER (RECTANGULAR CONC) 9'x3' INLET PROTECTOR
' ~ ~ ' 1 ~ l+' l % 25'Lx15'Wx24"D CL.1 STONE r ~ / I , „ WITH
' ~ / RIPRAP DISSIPATOR PAD Q~~WEIR FLOW r' ~ \ _ ~ ' I '~/'r, ~~~WEIR FLOW A (DIKE CL TO RISER CL) 29.5 TRASH RACK ~ CUSTOM SEDIMENT TRAP
, , i , / ~ ~ ~ I i Ill ~ ~ ' r ~ > > ~ ~ EMERGENCY SPILI ~ / 1 I f Ill ~ :MERGENCY SPILLWAY OU11ET 0 (2)-30" H 0.61'
1
J ~ I ~ / ~ I ' ' Q~opSTORAGE , ' ~ ~ I / ~ , ,I I 1 / , / 2~~STORAGE 132.67 INVERT IN 127,60 ~ DITCH LINER
J , ~ i ~ ~ I,, 1 I I , ~ ~ I I , ~ r r _ Q~p STORAGE ho STORAGE 132.17 INVERT OUT 127.20 ARC FILTER BERM
, ~ ~ , , t ~ ' ' l I ~ i r r' , , , „ r TEMPORARY P001 EMPORARY POOL ELEVATION 130.74 L (LENG11-I OF RUN) 56'
, , / , ~~l ~ i ir,' ' , I A , ~ r„
/ , ~ / , ,r, PERMANENT P001 , ~ i ~ ~ I,f rr c , , I / r , , 'ERMANENT POOL SURFACE 129.00 ANIT-FLOTA110N (LxWxH) 1'x5'x1.18
/ ~ r , , SEDIMENT STORA iEDIMENT STORAGE 124.00
/ , I , ~ ,~r„ / , / ~ +
, , , , , , ; ~ POND BOTTOM J 'OND BOTTOM 123.00
, / f i / / / , 1/2" WELDED REBAR 1RASH RACK
1 , 4 / ,'J , , , , ON STEEL PLATE BOLTED TO RISER WIDTH OF D I K E
/ / 40 Lx15 Wx18 D SPACED 4° APART
` RT I / ; % ' ' CLASS 1 RIPRAP ~ PRq OSED CULVE I ~ , ANTI-VORTEX DEVICE - A
; ` l (2)30"~ RCP ; ` ; ~ ' 13„x_
/ r' ~ UNbER FUTURE ROAD ~ / % % , ~ ~ ; ~ I NCDOT ENDWALL 131, ~ ~ , ~ t TOP OF RISER i 3. ' OF RISER 131.35 ~ ~
° _ ~ ~ DETAIL #838.27 (TYP) I 1 ~ I , ' ~ f ~ ~.5 ~i~N S~OpE
I r " ' I / ~ ' ' TEMPORARY POOL 131 , i , ~ f , )RARY P00 130.74 ~ ~OUEK AGE
i ~ PERMANENT P001 12, I , ; i , : I 1NENT P00 129.00 ~ e~~~'~~~~ ~ ~~NTI-SEEP COLLAR SANDWICHED ~ E~Nt~CLhi~ ; LA1~,GES WITH GASKETS
~ r i , + / / / / I / ' 1 i I , l ~ 1 / , ,
I ~ , r / 'I i i i ' RISER INVERT 12 ISER INVERT 127.60 ~---,m ~J INV.
I , ~ i / ~ ~ , SEDIMENT STORAGE t2' ~ /'i i 1 POND BOTTOM 12. JT STORAG 124.00 _ - T 127.20 1ND BOTTOM 123.00
,PROPOSED , , / , ,r " OUTLET ~
I ~ RAINAGE / J , ' ~ ~ ' " ; / /f r, , ; I ~ E~~EMENT ; . ~
~ ~ FOREBAY , ,
~ ~ / % 60"~ RCP //5O'L ANTI-FLOTATION BLOCK I , , l ) LOTA110N BLOCK (11'x5'x1.19') ENCASE LOWER HALF OF ANTI-SEEP 1.5' MIN ANIl-SEEP COLLAR SANDWICHED COLLAR IN CONCRETE OVERAGE BETWEEN (2) FLANGES WITH GASKETS
"o ~ ; << ; ; ; / TO BE INSTALLED / / / , RISER BARREL ~ L/2
I / ~ 1.0' BELOW EXISTING ; ~ ' L
N ~ / , STREAM GRADE ,J' i ~ , ~~J , , ® ~ II , , ~ / ,J J
I ~ , ~ / ~ / i / / / O 1 1 ~ ~ J cV 1 , 1 ~ , J I AND ® I
SCALE: NTS
~ ~ f , , , r " ~ ~ , / , J / - l I l ~ / J / i
Q t ~ ~ j/ i' J J' i i , r ROPOSED FE , ~ , r ~ ~ ~ / 1/2 WELDED REBAR TRASH RACK
~ , 42 ~ RCPT ; 9'Lx3'Wx3.75'D ON STEEL PLATE, BOLTED TO RISER CONCRETE RISER
~ WITH .2~Lx11'Wx24"D - ' ' ' 36'Lx14'Wx18"D / ; , SPACES 4" APART ,r , ~ ~ ~ ~ ° • ~ 11'x5'x1.18' CONCRETE BASE
` \ ' ~ ~ Ck 1' STONE ~ =rs-~';_~-- CLASS 1 RIPRAP J
~ J~ , 'f ~ IPRAP DISSIPATOR PAD ~ ~ I l,';= ; ~ i ,lT. / ~ ~ ~ i ~ Jul / ~ ~ 1l,!/~~_-~-_____/ / ~ ~ ~ 'L , t I % 1 i I, / I rN'l'U'/ / l ~ '
~U ' 1 1 1 / I + ~ 111//l,/ ~ , l , l ' 3D" RCP PIPE
C / I l f ~ I ,1~~/~,~ ~ ~ ,
~ ' 1 i ~ //f1/!/,/ ~ ~ ~ , t , !U/// liJ / ~ , t 1 , / 1 ~ iiU//l, ~ ~ ~ ~
C , _ I J - ~ „ WIDTH OF DIKE ~H OF DIKE
L 15 ~ ALUMINUM PIPE RISER WITH TRASH RACK A
0
4"0 DRAW DOWN PIPE s,,~~,~rT1_~__~~_ 134.50 „ - Y _v_, , _ . _ _ _ . Q _ - - - - - -
o " n En Ii1eC1'In PLLC TOP OF RISER 130.95 e ~ Gree RCP PIPE
r .ti s ~ e ' 303 Goldsboro St. E. UVilson NC 27893 _ 3• aE ~ 8°' DIP
Y __.._..___.___.._._r.~_.._._ TEMPORARY P00 130.74 COVERAGE ~ ~-,_.._..__,__.______.w.~-~-~PH:252-237-5365 Fa>c252-243-7489 , n~rvn-sEEP co~~a,R skrJOwICHE~ VAVLE STEM WITH WALL ~_a,H skNOwicHE~ SUPPORTS, VAVLVE TO
° PERMANENT P00 129.00 ~~_mn~ , _...a._ _ _ _ , I BETWEEN (2) FLANGES WITH GA; i.,...~ w ,_„_i . ~ . _ . _ 10'.1 _s- _ANCFS wlrH cAS~Ers 1/2" WELDED REBAR TRASH RACK FES REMAIN CLOSED DURING ON STEEL PLATE, BOLTED TO RISER
9 OPE-" PE~
' Resers Fine Foods Tortilla Plant Expansion _ _ 127so s~ spa ~ i _~._,a I ~_a._ _ . _ ~ _ ____z RISER INVERT 124.00 ~ + SEDIMENT STORAGE INV. NORMAL POND OPERATION SPACES 4" APART 127.36 9 Lx3 Wx3.75 D ~ uT TEMPORARY POOL 131.35 ' '
o _ I 123.00 , ' o. DRAINAGE AND EROSION CONTROL POND BOTTOM
.._w..__ M~ ___,m.ri..__.......~._ ~._._.~..,.w_..~,_____._._.,.~_.._._ _ . ' OUTLET ~ March 8, 2010 ~ ~ CONCRETE RISER PERMANENT POOL 129.0 11'x5'x1.18' CONCRETE BASE
o _.w~.~~~_.,..m ~ . J + , ,
. m_..~,,.._,_.__..~....a....._....~,..,... M~~_ .w. m„ _ ~..w,_ __n.. .
=VELOCITY DISSIPATORS 3 ~~_w__.,..~ Fam_ ~ ~.~._._a - _ _ ANTI-FLOTATION BLOCK (11'x5'x1.19') ENCASE LOWER HALF OF ANTI-SEEP MIN (2)-30'° RCP PIPE ANTI-SEEP COLLAR SANDWICHED
. __a__~~.r____.~.._. ~ PIPE I SIZE IN ' SLOPE i ~Q 10 SVELOCITY# LENGTH p WIDTH; DEPTH IN STONE i COLLAR IN CONCRETE BE1tiVEEN (2) FLANGES WIIIi GASKETS
m ~ ~._~.w _ OVERAGE 1 ~ ; 28 11 24 cLASS1 RISER BARREL ~ ~ FES#3 42 ~ 0.75/0 76 9 9 L 2 8" DIP AND GATE VALVE EL=127 60 ~4
~ ,.._FES#7 (2)30_.___;~__.__.~._ w.__ _._..___ww_... 0.30% 76.9 6 6 i 19 15 24 CLASS B L WITH TRASH SCREEN ; ;
FES#8 (2} 30 0.66 /o , 59.9 ; 6 8 25 15 24 CLASS 1 i ~ _~.-M_....J_~~~_W~ ~ _._M~ ~ e~. _a_~_ _ _ _.~_w . TO DRAIN POND FOR
o _._._r_.e.u.___ MAINTENEANCE
~ READER ` ~ , LEVEL SP 4 w. _4___.~,. _._~~..r - _____~I..._.. ~ a ~ j :
d' ~ ~ _ + _ _ _ - _ _ _ IL RISER AIL
m ; PIPE s SIZE IN t SLOPE , ~ VELOCITY; LENGTH (131CFS)_ j DRAWDOWN ~ 12 10.05% ~ 0.5 t 3 7 ~ 7 SCALE: NTS SCALE: NTS
o _ . 4 ~_.__.__._._.__~._~,_._..~..._..~~.._._._._..._.~...~..__.__.~.,.~_._u._____.~__..
RFVLgAN ne'I1F': TRY ne~~ ue.v.r.~e ~rnn
r.. rvnB maw Ana w, `w iv
M ~~'fQGREEN ENGINEERING ~ ER'S FINE PM =A 3/19/10 N JOB NUMBER: 09-145
STORM WATER MMISM GRAPHIC SCALES CLIENT CODE: CIDA
00 Rio .~4essio~, ~ WATER, WASTEWATER, SURVEYING, PLANNING, PROJECT MANAGEMENT LI 0 SEAL ter; FIELD BOOK: 842 & 843 REVOED PER DWQ COWENTS 4/21/10 MiN 0 10 20 40
03e228 = NORTH CAROLINA FIRM LICENSE: P-0115 PLAN & PROFILE HORIZ-I ASCII 09145-BM.dwg WET P"wo"'NFL36' ® ASCII FILE: ( ONTAL) LAST MODIFIED: 29-Apr-10
303 GOLD3BOR0 STREET EAST, P.O. BOX 609 WILSON, N.C. 27893 MODIFIED BY: EZ
TEL [phone] FAX [phone] OFFICE @ GREENENG.COM
FAUCETTS TOWNSHIP HALIFAX COUNTY, NORTH CAR T CAROLINA sHEET No. P1 oF
44-8-080

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i ' I / / % i / / i i f / / Pierces
~ J / '~ay.~ ! / ~ t/ Crossroads
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~ 'A i' y l 1 1 11 1
/ ~ T i i l l ~ /f!i I l ' rrrr f 1 VICINITY MAP
~ t ry r r r I 1 SCALE:1 "=2000'
/ / ' r r I! t I / ~ ~+18 r rrl r I' Ifs 1 LEGEND
s ~ ~ ' ~ ! r m I i / ~ I I ~ 't
I / I I I F~~ i ® LIMITS OF DISTURBANCE
/ ~ ~ f i I ! ~r ~ ~ ' ~'a l / f I I II f lr lr i
! ~ \ f I f1J 1 / f A I i f f!! SILT FENCE
~ I llll ! 1 I r !r Jr / ~ 1 V f/r!f
! i I \ I11 t1 j ~ r!I Irl f ROCK CHECK DAM
l rll a ! ! 1 JIrlr ~
m ! / t I \ /rtrll ! ~ / 1 ~i/rrlr / ! DISSIPATER PAD
FLARED END SECTION
! / / f i ~V / / 1 / / t ! ! ~ ~ i ! \ / / / 1
! / / f~ 1 1 / ~ / / ~ / /l I ~ ! I / ~ / ~ 1 ! INLET PROTECTOR
I I ~i !r ~ 1// I r 1 !f / / it r i
~ I ~ ! I l I! 7 i SEDIMENT TRAP
I ! ! OD I 1 f r f t 1
I I ! / ~ _ 1 /7 / i ~ DITCH LINER
~ 1 1 ! / ri ! / / i ! ARC FILTER BERM
i f v / ! / rr j ? 1 i /l rlrrr i !
1 ~ /!n / ' 1 1 ! / / i~ 100- EXISTING CONTOUR, MAJOR
f I / ? / / 7/ ~ ~ ~ I I -------------101------------- EXISTING CONTOUR, MINOR
~ I ! I / / ~ I / i ! i 1 PROPOSED CONTOUR, MAJOR
( I ~ / i/ ~ / i t ~ i/ ~ ~ 101 PROPOSED CONTOUR, MINOR
it I I ~ / / / i A ' i / / -~-~-~--~-z-~-~--~-K-<- PROPOSED FLOWLINE o--+° o®.. o.®. o--m o® DIVERSION
f ! ~ i / t I t / ~ I / _ °-dT~?TO-b^T~-~T~®?T~-.,~- TEMPORARY DIVERSION
I ( i l ) ~ !//i / / i x EXISTING FENCE
1 j / lr'i' ! i ~ i / /f!~ / I ~ ~ , / / r!/ / / / x x PROPOSED FENCE
a ~ I / / ~ j/!!!/! / i/ / - - - - - - - - - - - - - LIMITS OF DISTURBANCE
/ I ~ I • • PROPOSED SILT FENCE
I )l _ ! l i ~ ~ 1 / f /nl /f' / / i ( f / Ill////! ~ ~ / l I i 1 I I ! //J!! l / / f l PROPOSED CURB 8c GUTTER
f r f l / I ~lU/l// ! / r l i ! I / llll// ! ! I f / I! ! f I 1\ %/Il//11 I / l r EXISTING EDGE OF PAVEMENT
I ! f t i~ r I d i / F!/l/ r / I r EXISTING EDGE OF DIRT PATH
i I ~ 1 / I ! ! ! / i I .~i A / l ~ I i ~ ~ 1 I ~ ! ! / I r PROPOSED EDGE OF PAVEMENT 36eST PROPOSED STORM PIPE
i ~ ~ f ~ i iii// ! % ~ t 360ST PROPOSED FLARED END SECTION
~ I ~ 1 '/'i/ N/// ~ ~ if _ i / i i / / / ! / I
i I i ~`I ~~~~i~/ / ~ / ! I I / / ~ 1 i i i~ / / l I
~ i i ! I / i ~ I i i~i~i /~L I / f - i ~ I i / / / / / / / MAP LEGEND
i / ~ f / / / /i/ii' / / / ~ ~ i ' / I ~ ! / ~ 'S, ~ ~ l ! ~ ~ ~ i~ / ~ ! ip ! / !
~ ~ ~ _ f ~ / f i i ~ i / , I / / / / - - EXISTING CENTERLINE - - PROPOSED CENTERLINE
~ a 1 i ~ ~ a f ! / I a I EXISTING EASEMENT
~ j t~' ~ r"--~ !r r ~ PROPOSED EASEMENT
r~ ~ - - - EXISTING PROPERTY LINE
N PROPOSED PROPERTY LINE
SECTI C EXISTING RIGHT-OF-WAY
E I A 140 140 PROPOSED RIGHT-OF-WAY
I N 140 140 140 140 ~ ; PROPOSED BOUNDARY I
! ~ r EXISTING WETLANDS LINE
i ! i j
Q I ~ 1 ~ - ~ - _ TlON sEG1UENCE -,-I-
~ 1 f o ~--r------ r-~- f =r------ t ~ - ~ 1. OBTAIN GRADING PERMIT PRIOR TO BEGINNING CONSTRUCTION. - CONTACT LAND QUALITY BEFORE ANY WORK BEGINS ON THE PROJECT
v i f ~I L T _ _ l _ _ .v~.._.-..~..._._ ~ Il. ; ! ~ _ _ I 135 ! 135 FAILURE TO DO SO WILL RESULT IN A NOTICE OF VIOLATION. OWNER
135 ! FUTUR ROAD i 135 SHALL MAKE THE NOTIFICATION i ~
o ' 135 135 rn [ } I j ~ . _ ` " ~ TOP OF SAM = 13 .50 - ; - 2. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILIT1ES PRIOR R P 30' f TO COMMENCING CONSTRUCT1ON BY CONTACT1NG ULCO (1 800
c ' --ram--- I ~ ~ ~ ; ~ / ~ ~ \
c- / ~ \ C CU VE ! 632-4949). i i
~ ~ ~ ~ ~ ~ ~ 1 ~ 3. LOCATE PROPERTY LINES, LIMITS OF DISTURBANCE, AND STOCKPILE LOCATIONS.
~ _ - i ~ ~ ~ PORARY STORAGE 131.35 _ _ _ ~1
~ ~ ~ ~ - - - - - - - - ~ RISE ~ - --i - ~ -30"4 R P CULVE ---j---- ------('~~S€E~ ~ - 130 ' ' 130 4. INSTALL BOTH CONSTRUCTION ENTRANCES PER PLAN.
~ 130 i i ~ ~ 130 ~ ~ 130 i ~ i ' 130 o FOREBA 5. INSTALL SILT FENCING -THE SILT FENCE SHALL BE PLACED
i PERMA ENT P00 ~ = 129.0 ~ 1 ~ --I-- _ ~ PERMANENT P00 = 129.0 ; I I ! DOWNSTREAM OF DISTURBANCE IN AREAS OF SHEET FLOW AND SPOIL I - SHALL BE PLACED ON UPSTREAM SIDE OF TRENCH DURING
Q jj~ f ~ I ~ ~ ~ -30` 0 RCP F - y- ( ( I I EXCAVATION ACT1VITIES.
~ FOREB~Y ~ i i _ - _ i _ ~ 1 TLI:TS - 6. INSTALL TEMPORARY DIVERSIONS AND SEDIMENT BASINS AS SHOWN ON
I - - - - ~ , ; ~ I - ~ w ~ I i ~ Y ~ i 1 I ~ DEVICESPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE
g ~ ~ ~ ' ~ ~ { I 125 i 125 7. INSTAU_ STOCKPILE AREAS.
T ~ ~ i ~ ~ 125 125
~ ; 125 ~ ~ 125 ~ I ~ BO OM OF NO MAL PON = 124.00 ~ I ~ fi - 8. PERFORM MASS GRADING OPERATION UNTIL COMPLETE.
~ - ~ M9LE4 = Q.O. _ i - 9. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH
- ~ +BOTTOM 0 SEDIMEN CLEANOU = 123.00 _ _ i ~ ~ s a ~ G BOTT M OF SEDIMENT CIE NOUT 123.00 VEGETATION, PAVING, DITCH LININGS, ETC. ENSURE SEDIMENT IS ~ CONFINED AND DOES NOT TRAVEL TO WATERCOURSES.
~ T ~ ~ I
J 9 ( 1 ( ! --r-- ( 1 i 10. ANY DITCHES ERODED OR SCOURED AS A RESULT OF CONSTRUCTION
I - i i 120 ~ i 120 SHALL BE RESTORED TO ORIGINAL FORM, REINFORCED WITH SUITABLE LINING, AND SEEDED APPROPRIATELY.
120 R i I i ~ 120 120 ~ 1 120 11. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED
g m 0+00 0+50 1+00 1+50 2+00 2+50 3+00 0+00 0+50 1 +00 1 +25 COMPLETELY, CALL FOR INSPECTION BY ENVIRONMENTAL INSPECTOR.
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
i 0 BARE AREAS ALl REMAINING PERMANENT EROSION CONTROL DEVICES (SUCH AS VELOCITY DISSIPATERS) SHOULD BE INSTALLED NOW.
Q U 13. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR FINAL SITE
N INSPECTION BY ENVIRONMENTAL INSPECTOR. NO EROSION CONTROL
0~ O MEASURES MAY BE REMOVED UNTIL APPROVED BY LAND QUALITY.
Q
O U
REVISION DATE BY DATE- March 19, 2010
GREEN ENGINEERING
R"S" 00 WATER, WASTEWATER, SURVEYI -c( STOHmmolkMRAWATEER PM CMACOMMIWIM 3J19/10 M,1N GRAPHIC SCALES CLIENT CODE: CIDA JOB NUMBER: 09-145
' NG, PLANNING, PROJECT MANAGEMENT - FIELD BOOK: 842 & 843
k- SEAL _ oaeaaa NORTH CAROLINA FIRM LICENSES P-OYIS SITE EXFANSION R Phi DWQ 4/21110 o 25 50 100 CADFILE: 09145-BM.dwg
WEIN' P000' NED or%mE=*%C.%,'ril0N3 -%%D I I REVISED PER DWQ 04/30/10 MJN PLAN & PROFILE (HORIZONTAL) ASCII FILE:
303 GOLD3BOR0 STREET EAST, P.O. BOX 609 WILSON, N.C. 27~:i LAST MODIFIED: 29-Apr-10
0 TEL [phone] FAX [phone] OFFICE ~ GREENENC.COM MODIFIED BY: EZ
FAUCETTS TOWNSHIP HALIFAX COUNTY, NORTH CARO i CAROLINA A N E T A I L No. WP2 cr-

N
~ J`~
~ ~ , , ~ ~ 'j ' 03
RMANENT SEEDING SCHEDULE DAM EMBANKMENT _ - - - - _ _ 1 PE ( ) , r - ` ' ~ SR-1746
SEEDING DATE SEEDING MIXTURE APPLICATION RATE o
TALL FESCUE 200 LBS AC ' AUG 25-OCT (BEST) / , F / ~ j
FEB-APR 15 POSSIBLE ' ~ ) 1 / ~ / ~ ~°+d l l 1~+~,,,, / ~ / i r~
SOIL AMENDMENTS ~-I , ~ i i l / , , , , ! , , ,
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TEST, OR APPLY 4000 LBS/AC GROUND AGRICULTURAL m i / , , , I ~ ~ , / i
! I ! / LIMESTONE AND 1000 LBS/AC 10-10-10 FERTILIZER. ' ! l ~ ~ , / ~ / ~ ~ , ~ ~
! / ! ` , ' ~ ~ ~ SITE
MULCH ' ,
ANCHORING % APPLY 4000 LBS/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH , ! ' , ,
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS AN ANCHORING TOOL. ! ! . Pierces ~ ~ ' ' • ` Crossroads
• ~ ~ ' ,
m . MAINTENANCE R• US SOIL I ~ ~ ~ ~ INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE FOLLOWING YEA , E • ,
TEST OR APPLY 150 LBS AC 10-10-10. MOW REGULARLY TO A HEIGHT OF 2-4 INCHES. / ' ° / • °
? ? ? ,f, i7,.{ \ ?
i f, ( , d f 1. ~ ? ? f NURSE PLANTS ? ? ? 1 „ ~ ~t' r' , ~ . ~ 7 I ~ ~ o
BETWEEN MAY 1 AND AUG. 15 ADD 15 LBS/AC SUDANGRASS OR 10 LBS/AC GERMAN MILLET. BEFORE MAY 1 r , , ? ? ? ; Jf ;r ; . a ? ? ! tr A , ° ° ' °
OR AFTER AUG 15 ADD 40 LBS AC RYE GRASS (GRAIN). ? ? ~t f t f j, f •1~ ? ? ~ f f f l ? a ? , t , . o ' ° ' ° VICINITY MAP
~ ~ ! / ~ ° ° ' ~ ° ° ° SCALE: 1"=2000' r
NOTES: I ~ ; . ; ! . , , ' / f °s
1. PERMANENT SEEDING SCHEDUE IS FOR EXTERIOR SLOPES OF THE DAM AND INTERIOR SLOPES OF THE DAM • , , e. ~ , ! ~ . ~ , (FILL EMBANKMENT) TO NAORMAL POOL ELEVATIONS. ~ ~ ' ° ° ° ° ° LEGEND
1 ; E~ 2. THIS MIX IS USED FROM THE INSIDE TOP OF DAM TO DOWN STREAM TOE OF EMBANKMENT. r r ~ , , ! ' • ° ° ' ~ it ! ~ • i S mgmmas®xx~®m
~ / • ° ° ° ° LIMITS OF DISTURBANCE .•;~s~ a ,
f 7 , ? ! ° ° ~ ~
I ? 0 ? , ~ ! . • ° A,° . • • ° , / SILT FENCE • +
? ? ? % ! I I i I PLANTING SCHEDULE + j ° • ' ° eA\c ~ ROCK CHECK DAM
,I i ~f ° ° a`~ • ~i , • ~ / i
SYMBOL COMMON NAME BOTANICAL NAME TOTAL ~ ~ ? ? , • ° • ° DISSIPATER PAD d a , ~ ~ ~ j ~
UANTITY Q ? ? ? Q ~ , ! '
% / FLARED END SECTION
LL ` 4 / ~ ~ ~t
l,~i~i J r ~ i , 'i~ ~ 7 f77 i/,~;; FOXTAIL ALOPERCURUS HOWELLII 420 i , f , a7 . I i' ' (ri i ~`~1 --ice~J, ! INLET PROTECTOR ar ~
r7 rrf ~ 7; li ( , t ,f , ,.1. . , , = = y'",,--.-~'~ ~,1~. ~ ~ ~ ~ SEDIMENT TRAP
1. BLUE FLAG IRIS IRIS VIRGINICA 450 ti ~ ~ - 4 1 rf/ ! J
t ? i , ? ? 4 ~ 0 d ? ? ? ? ? %~,r ~ + ~ DITCH LINER
~ ~ ,1 . ~ ' , ,
f ~ / ? r~ , / ARROW ARUM PELTANDRA VIRGINICA 330 ~ ' ARC FILTER BERM
! l , / 1oa- EXISTING CONTOUR, MAJOR
, .1. ; A a ~ .~~1~ \ ~ ~ ~ ; ~ -------------log-------------- EXISTING CONTOUR, MINOR
S CERNUUS 360 ~ 0 o LIZARD TAIL SAURURU ~ PROPOSED CONTOUR, MAJOR
~ i f t ~ ~ 1 ' ? ~ f / ' ' 101 PROPOSED CONTOUR, MINOR <<<
rff7 f ? o GRASSED AREAS ~ ~ 1 i ° o I / ; ' ' -~--~~-<-<-~-~-~-~--~- PROPOSED FLOWLINE '
~ ,1 , 4 1 ~ '1 0 0 A ~ ~ ®.o®.o~.~.o~.~.o_ DIVERSION
m° 1 / r.. ? ? i . J ~ ~ / ~ PTO-?~--*~-•~-•~~ro- TEMPORARY DIVERSION /
! ,i~ r'' r , o f~ 7~~~1 ~ f1 I/ rf,, 1~ f 1 f;~f . . ? (f . x x x EXISTING FENCE
/ ~ t'r~, x z x ' PROPOSED FENCE ~ ~ 1 ~ l l l / ~ r/ r ~ r _ _ _ _ _ _ _ _ _ _ _ _ _ LIMITS OF DISTURBANCE
/ ! ~ / ~ I. / ; ~'l;; PROPOSED SILT FENCE
! I ~ I ! , PROPOSED CURB & GUTTER r / iii ~i~
PLANTING INSTRUC110NS / ~ ; ~ ~ I ~ / ~ EXISTING EDGE OF PAVEMENT
/ . / / ~ ~ ~ , PLANT SIZE SPACING INSTRUCTIONS ~ I f + I ' / ; ; ; EXISTING EDGE OF DIRT PATH
/ , , / r ! r I PROPOSED EDGE OF PAVEMENT / ~ ~
FOXTAIL " " I ~ ~ ' / 24 x24 Optimum seedling depth is 1/8 to 1/4 inch 4 CUBIC INCH RANDOMLY ~ ~ . ~ ~ ~ ~ ~ / , ~ 36esr PROPOSED STORM PIPE
CONTAINER and no deeper than ~ mch. Establish before , f' ~ , , SPACED freezing temperatures or early spring. ~ ' ~ ~ f ~ ~ f` + ' ' ~ 36.57 PROPOSED FLARED END SECTION
/ , ~ , , s ! ~ ~~r ~ ~ ~ ~ + ~ ~ ~ ~ + ` % / ;
BLUE FLAG IRIS 24"x24" Plant in spring min 45 to 60 cm between ~ ! ( ~ ~ / 1 1
INDIVIDUAL PLANTS RANDOMLY lants. Thin out ever three to five ears. ~ ; ` ~ / P Y Y ' ~ ~ MAP LEGEND l / ' I 1 , / I ,
SPACED ~ ~ ' ' ~ ~ I Can be planted in fall by seed. ~ I , GRASS . ~ / , / ~ % ;f - - EXISTING CENTERLINE
" I - ~ ~ ~ ~ ~ ~ ~ I ARROW ARUM 24"x24" Plant by overseeding in groups ~ soil cover. I ~ ' , - - PROPOSED CENTERLINE
f ~ + i( ~ 4 CUBIC INCH RANDOMLY Individual lants ma be used if available. ' • r / J~ - EXISTING EASEMENT
CONTAINER SPACED P Y ~ j ~ / , % PROPOSED EASEMENT ' ; - - EXISTING PROPERTY LINE
d• + / ' I I ~ ~ ~ PROPOSED PROPERTY LINE
o LIZARD TAIL 24"x24" Plant b overseedin in rou s "soil cover. a ~ ' ~ Y 9 9 P~ I + EXISTING RIGHT-OF-WAY
N 4 CUBIC INCH RANDOMLY m ~ ~ CONTAINER Individual plants may be used if available. I ~ ~ ~ SPACED , ~ I ! ; ; ~ PROPOSED RIGHT-OF-WAY
I ` o ; I - ! ! ~ ~ / / / ~ PROPOSED BOUNDARY
I . > EXISTING WETLANDS LINE / / ,
N NOTE: IF A RAINFALL EVENT HAS NOT OCCURED FOR 2 CONSECUTIVE ~ ~ ~ ~ ; o ~ ~ ~ ~ . ; ,
M DAYS ALL PLANTINGS ON SHELF THAT ARE ABOVE PERMANENT POOL Q I ~ i ' , j , , '
= FOR A PERIOD OF 30 DAYS AFTER ~ S ~ ELELVATION SHALL BE WATERED g . ~ 5 . a ~ ~ ' Q PANTING ~ ~ G ' 1. OBTAIN GRADING PERMIT PRIOR TO BEGINNING CONSTRUCTION.
L + ~ i ! ; ' CONTACT LAND QUALITY BEFORE ANY WORK BEGINS ON THE PROJECT. ' FAILURE TO DO SO WILL RESULT IN A NOTICE OF VIOLATION. OWNER
6 + , I Q , I J •L ~ ! ' ; ' SHALL MAKE THE NOTIFICATION.
~ 1 1 ~ ~ % / 2. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTIUT1ES PRIOR
C , / 0 ~ i / , TO COMMENCING CONSTRUC110N BY CONTACTING ULCO (1 800
L \ / / / / , , ' 632-4949). , , , ,
~ LL l ~ \ ! ~ ~ , , / r , • ; ` 3. LOCATE PROPERTY LINES, LIMITS OF DISTURBANCE, AND STOCKPILE
, ~ / / / ! 1 l l l ~ c ~r LOCATIONS. ,
/ / 4. INSTALL BOTH CONSTRUCTION ENTRANCES PER PLAN. , , ,
' 5. INSTALL SILT FENCING -THE SILT FENCE SHALL BE PLACED
~ / 7 ~ DOWNSTREAM OF DISTURBANCE IN AREAS OF SHEET FLOW AND SPOIL
w I + I / I 4~ r1!!7 /!l / / SHALL BE PLACED ON UPSTREAM SIDE OF TRENCH DURING ~ , EXCAVATION ACTIVITIES. ' ' r
~ ~ ! 1~l11/f! Y a + ~ ~ 111 f!l r~ Q ® ~ / ~ l /!!N!/ ~ ~ r , i t J / ; 6. INSTALL TEMPORARY DIVERSIONS AND SEDIMENT BASINS AS SHOWN ON
~ m ~ i 1 I / ~ ~ /I, 11/!/ ' ' / / l % i /fJ ll,! ~ I ! ! % + ' THE APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE ~ ~ , ~
/ i ! ~ ~ j /f!/!! W I { ~ ~ ~ ' DEVICES. ~ , r % , +
~ ~ I' ~ , , i i E /i /'i / ~ , ( it i i~ ilii'i ; 7. INSTALL STOCKPILE AREAS.
t i „ ~ 1 ~ ! + ' / r' 8. PERFORM MASS GRADING OPERATION UNTIL COMPLETE.
~ ( ~ ,~lj///! I , / ! f 1 ~ ,~%j /!!J , + ~ ~ ~ ' ~ ~ 9. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISH GRADE WITH
/ //I~ / rr VEGETATION, PAVING, DITCH LININGS, ETC. ENSURE SEDIMENT IS
! ~ ' ' ' !/J4 d i A ~ i ! „e ~ / / r CONFINED AND DOES NOT TRAVEL TO WATERCOURSES. ~ ~ ~
i i 10. ANY DITCHES ERODED OR SCOURED AS A RESULT OF CONSTRUCTION
J ~ SHALL BE RESTORED TO ORIGINAL FORM, REINFORCED WITH SUITABLE LINING, AND SEEDED APPROPRIATELY.
3 11. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL FOR INSPECTION BY ENVIRONMENTAL INSPECTOR.
0] 12. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCING,
I SEDIMENT BASINS, ETC., AND SEED OUT OR PAVE ANY RESULTING
rn BARE AREAS ALL REMAINING PERMANENT EROSION CONTROL DEVICES
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 N MEASURES MAY BE REMOVED UNTIL APPROVED BY LAND QUALITY.
d' 01
O
Q
ri REVIS~N DATE BY DATE: lulnrrh t4 ~AfO
GREEN ENGINEERING RE-=.:; ~~WATER, WASTEWATER, SURVEYING, PLANNING, PROJECT MANACEMENT ~ r ~ 3 F INE r
STORMWATER WVISW P~ C®A COMIVIENTS 3/19/10 N GRAPHIC SCALES CLIENT CODE: CIDA JOB NUMBER: 09-145 FIELD BOOK: 842 & 843
SEAL ter; WET %all 4 [a PER DWQ COMMENTS 44/21/10 MJN 0 25 50 100 CADFILE: 09145-BM.dwg
036228 Z NORTH CAROLINA FIRM LICENSE: P-0115 z`" ITE EXPANSION REVISED PER DWQ 04/30/10 MJN PLAN & PROFILE (HORIZONTAL) ASCII FILE: LAST MODIFIED: 29-Apr-10
303 GOLDSBORO STREET EAST, P.O. BOX 609 WILSON N.C. 2789:1 MODIFIED BY: EZ AM R&I _ C r AN
F ~ TEL [phone] FAX [phone] OFFICE @ GREENENG.COM FAUCETT'S TOWNSHIP HALIFAX COUNTY, NORTH CAR
H CAROLINA L/AlluoA00"API L SHEET NO.WP3 oF 3
44-

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 wid h=3x pipe dia. min. AREA AND STREAM FLOW SHALL BE PUMPED AROUND THE WORK AREA. THE PUMP SHOULD
APPROVED DEWATERING HOSE TO CONNECT TO PROPOSED TST DISCHARGE ONTO A STABLE VELOCITY DISSIPATER CONSTRUCTED OF RIP RAP OR SANDBAGS.
STONE DIA. _ (from chart= _ _ AS DIRECTED BY CONSTRUCTION SEQUENCE PROVIDE POSITIVE d- apron depth- 2. WATER FROM THE WORK AREA SHALL BE PUMPED TO A SEDIMENT FILTERING MEASURE SUCH AS A
DRAINAGE FROM SILT BAG TO STREAM
STREAM DIVERSION M DIVERSION PUMPS DEWATERING BASIN, SEDIMENT BAG, OR OTHER APPROVED DEVICE. THE MEASURE SHALL BE LOCATED SUCH THAT THE WATER DRAINS BACK INTO THE CHANNEL BELOW THE DOWNSTREAM
DISCHARGE HOSES TO PROPOSED TST SANDBAG DIKE.
INTAKE HOS INTAKE HOSE
P 3. AT THE END OF EACH WORK DAY, THE DISTURBED CHANNEL SHALL BE MATTED.
DEWATERING PUMP
~ P 4. WHEN REPLACING THE CULVERTS ON REACH 5, THE CONTRACTOR SHALL PLACE SAND BAGS
-o ° o ~ ACROSS THE ENTIRE DOWNSTREAM FACE OF EACH PIPE TO PREVENT BACKFLOW DURING PUMP
M AROUND ACTIVITIES.
I FLOW FLOW
FLOW INTAKE HOSE SUMP-HOLE OR ~P-HOLE OR POOL
SEDIMENT DIKE (12" TO 18" DEI
CLEAN WATER DIKE " TO 18" DEEP 2' DIA.)
PLAN VIEW
La GEOTEXTILE MATTING WORK AREA
LENGTH NOT TO EXCEED
FLOW THAT WHICH CAN BE
SLOPE = 0% COMPLETED IN ONE DAY

GEOTEXTILE MATTING PLAN VIEW
SECTION A-A
LAST REVISED: DETAIL LAST REVISED: DETAIL
LAST REVISED: DETAIL LAST REVISI :BRUARY 16, 2009 31-25-30 TEMPORARY PUMP AROUND FEBRUARY 16, 2009 31-25-30
JANUARY 22, 2009 FEBRUARY 16, 31-25-13 TEMPRARY PUMP AR®UND DETAIL ENERGY DISSIPATOR BY: EZ BY: EZ BY: EZ
BY: EZ SCALE: NONE SHEET 1 OF 2 SCALE: NONE SHEET 2 OF 2
SCALE: NONE SHEET 10F 1 SCALE: N01
i e 2:
» Plan V~e~v o with n ° eared Filter Str~ d'acen a P~ arla ~ I~ia~ P>u.fEer
12 -0 MAXIMUM SPACING P
! ova ~ a on and nt Z
3" DIA. x 8'-0" TREATED POST ! ~ i w.,...,.r.W..................._.,......__...._ .................._....__.._.._._...__....._..._......~.........._......._.,.......,,....•._......._........_.w.r~.,r...r......r......_..._.....W.._......rw.,,.r.,..............,...,._,,. w.r, u
I D WIRE STAPLED ' • ~ CI " 4 PT. BARGE . {~~f' ~1"'~ ~ ~I~~ ~t~ INSTALLARON: SEDIMENT FENCE CAPTURES SEDIMENT BY BACKMG UP WATER TO ALLOW DEPO~110N. IT IS RELATIVELY INEFFECi1VE FOR FlLTRARON BECAUSE IT CLOGS T00 RAF9DLY. tEH SEDIMENTARGJ POOL BEHIND THE FENCE IS VERY EFFECTIVE AND MAY REDUCE THE NEED FOR EXPENSIVE
~I~r . ~ SEDIMENT BASINS AND TRAPS
~ 6x6 WOVEN WIRE STAPLED ~ ~ ~t3'~ " TO USE SEDIMENT FENCE EFFECTIVELY, PROVIDE ACCESS TO LOCATIONS WHERE SEDIMENT ACCUMULATES AND PR041DE REINFg2CED, STABILIZED OUTLETS FOR EMERGENCY OVERFLOW (SEE DETAIL).
' l 3~.~n I I . 'r .•i lnVY>1. rvl t'hJ.~ (\4',+, 'u\4J~i~v
S rh rJ vxn . i • . Y.'. 'vtrlati r;yti~Ji%'rj p°3Zii~Y•"~i''lvi r.S~'%i y. ,~?i'>' t`~''' ~ SEDIMENT FENCE IS MOST EFFECTIVE WHEN USED IN CONJUNCTION WI1H OTHER PRACTICES SUCH AS PERIMETER DIKES OR DIVERSIONS.
1'" ~ a'• ! C~t'r«.~w,!tit~. '>'Y:n. q.;., vs. v`o- + Y~. y: ,.,A },!,i. ~•fi~e.. h• i,". 1'Y1 ''I." `<rr~a J,•.jtti. F ,ti: . ~v?ar~'j~~^` LOCATION: LOCATE THE FENCE AT LEAST 10 FT. FROM THE TOE OF STEEP SLOPES TO PROVDE SEDIMENT STORAGE AND ACCESS FOR CLEANOUT (SEE
~ ~:.~..~~'.kw~5;.,~a.~'ss..,;~....':~..a+~3~'R~.aS~th.r^..n. «..g.,.:.Yy",.:'apt>"'~L` + Yio ' SSkl,., V ,.51' rc.'r>-..rr..a::~vr\. r' » x' o-.ce ~ b ~'3s n J „tv;r.- ~alY A•r.k.,•t4y i i. ~v'Y,:::':.VF~{'''r~LtiJ . k" .%+531 y')S.,tN'. ,,~~~y{ y~y~~q JrRJJ.::•.51,'rS •r?` t:r.)nt'. i'S.'•~.~l. -};.+.h' DETAIL).
' ~ 8 iJF ~.JLi8~~1_ A' ~ •x x u ~':rJ::++r,n+.•.•JiGt J..~.`ll~!_:. SY?T.•:ti:;tr,7". ! ~ vr. .o. v a, a v x - x s. `~;„n~S1:'.C:in~r`r".iiiTrih4'i'-r•TT,'i :'i` v"i'~: x..,,,ti~,..~~. ~j„ry~v~.~;~ THE FENCE UNE SHOULD BE NEARLY LEVEL THROUGH MOST Of ITS LENGTH TO IMPOUND A BROAD, TEMPORARY POOL STABILIZED OUTLETS ARE
'd- ~~fYryq rrhv:: irw.t,~i+YM•t` :'T: ~Y6~~ R L !~•rl':si `J ::•~ti~.Y'~rc,...~i,,•.•.•: lr~.M•.,; .,J4q, _ X15 ~r4•ats"x c f> i r'k i':•.~'f~":•sl`•~h;,'~i .P *r ro " M M. ~?.,rr .fl ;'i ~e rY J py.rrr 4' ;;;"'.',;w~ REQUIRED FOR BYPASS FLOW, UNLESS FENCE IS DESIGJED TO RETAIN ALl RUNOFF FROM THE 10-YR STORM (SEE DETNL).
~iSJJ:.a{:t{.' .i.vJ.Lt`T~\+'S:.?: •S"T:Y\4~.:' P d' h q Y ~ N' S\sf~'h•.'.~,'rr'i4•.5.4'<•' wrY~w' b. x R o- q :4 .~J,z~.s~';n<i~'o-~,:`'1Ki:S`hr~~::~Sl~;'::i~J`~u <'j,+w~,i"'rj;,u THE FENCE UNE MAY RUN $UGHTLY OFF IEVEI (GRADE LESS THAN 17e) IF IT TERR~XNATES IN A LEVEL BECKON WITH A STABILIZED OUTLET, r~"„S„i"' DIVERSION, BASIN, OR SEDIMENT TRAP. THERE MUST BE NO GULLYING ALONG THE FENCE OR A7 THE ENDS. SEDIMENT FENCE SHOULD NOT BE
a iRS+,'•k:LS,,+.av.6r~.^rrs'v,F1Jna•.. ~'••.•.:T~..~: Y)' .:aYef2h~.` ~T~.'i:'..?,~{;t1~M'7 ;.,~+!y ~e~7 r + .".v: , ~ x' 'Y S w. t .hC3T:: r.L>7 r~.<w~.r..'.",•,~~.5! >vt"~pa:.r•Y4~1 .<1,•,~..~K....•, >+~'r~'~ USED AS A DIVER~ON. .,,h~,~r•~~i .1. t~ ka~.
I ,.;r"~....;a". .".t"."a^, s o y r. ;?~;'•,r"'s••n•:ra~,•J~'•'%<y~t..,.ca•-: <'<;;t,r I q°~ .w ;`tin rs - .td;•::~?t: is kvl.^iili::~l:ar;`'`a':iG",'. ro Ot7 N I .'-:o-„gA'.. ."i""•~'',:. n r Sr.~ r.y~t,q .r.k~•:_:.x ii ~ 4 R K 'Y '.:'f~HSSttf:0.5, t1 t~•..,•:rn.'~' h1 x 5'h.Y•rr t'y h :j .n 511p"+ \w (l~r+y .x) \,[A~:hKM@•2~J>>y ~`~r ~iL'htiro ' .l.~t ....:.'4
~M••,~g{t/~ ~s.~•"•• a , " r r x' tt > r.(•. ~.{Lr. erZ-J' .fir ;n"r w~Ja, Ztfy. r~ ''''v ' CONSTRUCTION: qG A TRENCH APPROXIMATELY 8 INCHES DEEP AND 4 INCHES WIDE, OR A V-TRENCH, IN THE UNE OF THE FENCE AS SHOWN XJ DETAIL :~w Ayr ,t~~"
i' ~Wi~~1 s ~ e ' rr..5.fr}.V,t.,rtii`.i<'.:ri:~.~...•J.r.!:+..x~h;•'';~~i~, L .~ii .rY. :.r S• YGw).Y rVivv+J a 'y x ~ . . - i:i / / :.r.; ~.~.••n~ ,•.~..~.~~•?r~i;. ~.a y^ s qe'" c w a- .~~{''}'P~!!,~; y~\L d'+; +11•..::.tt. rR?lr'+i ^r4f:.v yNJ::..~.Y3,•i•.5C•~.h'~...,.l.. A".Y.w 'r'+?i:+"::~:'~L DRIVE POSTS SECURELY, AT LEAST 18 INCHES INTO THE GROUND, ON THE DOWNSLOPE SWE OF THE TRENCH. SPACE POSTS A MAXIMUM OF B s~..•~•a.~..~.,.+,
,ur•,•,r.:;J..:h~,/t1v!`r~t r*'S':..~.y i r A r ~ ! w I, \ \ \ i 1/\/\/\/\/\/ / ~ I I . ~ 7 C. v : fl.•..,.J.Y' ~ r : r\~I ~V r\ J -.TI. v r J.. , ;"J'~;>Cn:,'.. FT. If FENCE IS SUPPORTED BY NfiRE, 8 FT. IF EXTRA-STRENGTH FABRIC IS USED WITHOUT SUPPORT VWRE. ADJUST SPACING TO PLACE POSTS ` ~"'~+~f"~> ~ ~ AT LOW POINTS ALONG THE FENCEIINE.
. , I :'s ra y5M1(..{..+ a~>y p;.P;: a q a. ,s rJ(y.~,rnY,'.\~.'.,"~;7'~•. •s~t~~\15+t~iy~.'.tr~;; / o- r x, u q: 'g•y r{'i.•,~::r:5?:tio-.'.r..{51~~C'.i{l~'•;?..~t^.•fjs• / / / / / / / I ~ I _ I ! FINISHED GRADE , , C~ y. 'y `~ti~'~: t~~f}'•`~ FASTEN SUPPORT tMRE FENCE TO UPSLOPE SIDE OF POSTS, EXTENDING 6 INCHES INTO THE TRENCH AS SIiOWW IN DETAIL
I I . i h'R r i i t•!'h ,~i~f Y A. h~ hr V".v \•,rJ~• yyiai S *Kn'+, rr. > e"s' .•~~•rr Y•1~ 1.I 5, flTit ;'1^tiadfJ lr,.S,. ^eJ til:'~u~i lrr L~~i rSA,,.~ Ja4.~ Ill^' ' :.>rr~=.•,4~r{~t ATTACH CDNRNUOUS LENGTH OF FABRIC TO UPSLOPE SIDE OF FENCE P05T5. AVOID JGNTS, PARTICULARLY AT LOW PONTS IN THE FENCE UNE.
\ \ \ \ \ \ III ~ w<Yr~r, v.7r~:o-.,te 6~,"" "frc"}v:~tYr:'6,~± a ~A 4 q w '"'r:.l~r'::Jrr:. rv 5•`~:.t .5,5+.~'y+~•:jr I I I R/\/\/\/\/\/ , _ x . rl~. ,'.S:S`r.~:%,•.?~3..:'.~<.frt..c.,a vu.~ ( I I q~s"."t'}": ,"r': •_,"t"~ " 5^•S';i~);"d!.t4v.'trzr`•!t.'sk+T+M1J: rSnIS:SJ ,r @ y 4 > ~ ,'.r1'S~•JY4"`.: X."i ZY+4^,'.!Y.•Y,A•JJJLL ^w ;'}1'q""ir~`-;u,~ WHERE JGNTS ARE NECESSARY, FASTEN FABRIC SECURELY TO SUPPORT POSTS AND OVERLAP TO THE NIXT POST. ~+1+'Yl ~~S~Sr.~ ~Y.~Y+4 Jl' L4 . ri7Y i
P7 y.,., . I I\//\//\//\//\/ ~~¢¢(~q~9Fy , Y o- 1. 'n rfZr?.'.;:}CJr.?.:C, t.}.rY4•.<e'!.' ~n Y~1CR¢Mf• r a.'s° wr,~:.irS•<.'<~ < a.r i~. +,f.r54r r.;\r:., r ' 4r • vr', rJ r n _ _ I I ."s, ~:.r,:;':Y5 ' • t a: a r ~ w" iirtt,r+1~..~ r;~%;J,:~ ,':~iwJ,;r,\ti%J:~.r~\''h~: I ~ o r • ' ':vr• h:C '
/ ~~t:' :~)RS.o- s.,x:t a arr x •x an o 5 s' 1>s'.•i~ilp.Ytir•.+!'ni}r r/r!J'4~, ( I I x .'gyp•6 L'c"s s"s"' , ' x n• <G::fdrs:'•;J>"C?:'.'•`rat•rh ~V°D:!•~: 5.. ' r~~,•.,;af.
I f , .'qtr. , r . x T 7 ;~rr<aY. r:':ir2'y}%J~aL:w.~'"rr:':;.i:•i.;,'~~:.~1' LJ r.: ,.}.....tr,.,: .f ;'.'.~.r .•.r^,rt %'-X^tf"rA r 7. 'rlr/r\G•f:'r,1GlJ'r•'irt-trJ.•: >lr..'l.^..~titJ.J LJ '.ta•.~// •h'~irr~~}}~,,,Vn•: f~ \•w-r Y!`i t`•i~\•r:S' ~'i`l:}rtiiC;~j 8'-0" MAX
- J1ir k'"n,~~r 4YT }.w ,31Y {W~i; SJY•!r rT .::"~Aiw _ '^l.ni :Y Y 4 /~)'r,!<h J.i .n?;. i+'JG~J~^vNrJw; y~v.Sl1Jr~ , • y nr Y Y a n r A m r q w x •^rL4+:.a'!•4Vi a•"{'~1S ry':'4+V r n 1": ii~>rY.. .{r, .\.Jrr~ J•~..~.•nf`''~j~; f! ~~'•"''+;S%W~~ ' PLACE POSTS AT LOW t~ • POINTS ALONG FENCE .r
sAR•• t. . 4, Sr< Y x".r"7• ,J~,t.:.~r~\:J "s'r f'a'•Jn JJ. ~v. ~`.~1J. : Y r irf. rr'Tr'<rh 4G~". +.\.S, Jr Y,S.L. J..Jti r .•'SS~. •a rrry.<w i.G"t w ~ v?wir'I\`.'n ~:•!YL'Y.IS'JrW.:, -5.N' %r\\~'•d. 7 ~~r'% Y' 7: 'q S Y• ~r xJ.`.••...trt°sti nr'J.:.~Jt .r~Sw.:rf...v..: ~y~~~` ~I ~ r"Y4w ` ~ J iG Z Y 9. 3 !.f'}~Ahvn YwN„ .YM,n ~'S'vf~•/! r'a' '.~.i?f!:'•'+t~or' 4'-0" MAX.
•~r S t < ` ^"~"Y'' "."Y r^ gr,`rAWr:.:.r rlMlYlrr}5'.ri,+rY\•-rw^:.\4%J~.• pp.~. tt ~~r~. 'v Ya•. •r: s w r. - :'fYrr: ri lS•.r.irtl\~ i +.4'.:^•: r•a~Yt?Y•. 'r\VJ~.
i y+'•n,.. Sea h+ W.Yd ~ a - " V `."riyr•.; .'r. ..{'f~J:,4 ~~•..de' \ / • ..r2Y~ Y: :.fS';w !-x a h`~r C~1~:vi r •fS'P' - lr,t'; :7'~~~'fJr<~?,S'.rr~^'~4'..:~Y1145Fld•~'
r~~r m } L-+~Y r " fir. 'r a~"•o z r aY '~~:~•:lt`Y5:':`"':~.~t"lt".?:iW"rSi}:G=+'+1~?. ~JLPii 7ro*6dM lt~I~.ry Ib?. ~ .r a w r t 4• r.Jn ~,\-.-.~ii x•.4.srr`a',W 4 ? e ;tiara t•'~r;t . uv Yi+r,..,JrS ~•r` ,rp' y'~j' rr),'i
j'~- Y~ f j,',{! S i•~'~'!•!~1LJ~:~Y~\'r':i ir4~Yn~ti+FV lai!_An~rCs'r 0" W` T~~~'t S:~ALB q x ~ V:' 9 C b '.tw~'~• : r1 i`.?r.~~.,..... rr :•.SNi •ti'..v~ ~A'S.C m .°.ti v
~ LAST REVISED: DETAIL R ~ };'``''"Y'`'°~'~=•~ P q P .J. r :i 7a~, rc!'v~,lr.=:•Rr~n :h•.-rrr•.'S•.•JC{a 'o °I
FEBRUARY 24 2010 ^ = y S;c:rs~::>~<<.:~.......,.:,4r.,r:',':. HOGWIRE SITE FENCE 32-31-07 k ~ , o,,~ :,~•:t'~~~>~-;~f:'~,. ID s g~
BY: EZ N pip D OD D D V-TRENCH WiTH GRAVEL
® SCALE: NONE SHEET 10 . ~ ~I TO B° ~9N. DEP1H.
O ar~•n~....aw.«r;rMY.,,.,...,...•..,rr,.k,~.,.~,.•,.5~r,.•?....~..r..~.....,...,r...M.«w„•,....,r .........................rr,.,•..,...n,.,.,......,.,,...w.........,..,.,......._..._....,....,.w.r_........,......_..r.....,........,.... ,.M._.,.....~..,.. O ,M._.,.....-..~..,,-. T..<,,,....., 5'-0° MIN.
N
O i) TOTAL DRAINAGE AREA FLOWING TO SILT FENCE MAY NOT IX(X:ED 1 ACRE
a 2) SILT FENCES MOULD NOT BE USED AT PIPE
Q F~ ~e ; OUTLETS OR IN AREAS ~ CONCENTRATED FLOW
>i 0 '0 o v ° Y e 12 GAUGE 4° X 4° qi 2° X 4° WELDED (CREEKS, DITCHUNES, SWALES ETC.) a~ ~ li~ WIRE HOq(ED ONTO PREFORMED
fzle i ~f ~ En sexed Frl r St~~ ~o V e to roan ton any W P I] CHANNELS ON METAL POSTS
0 ULTRAVIOLET RE9STANT (BLACK) MIFlF) FABRIC OR 8'-0" O.C.
EQUIVALENT SECURED TO IWRE W/METAL CUPS OR MAX WIRE AT 8° ON CENTER
MAX. SEDIMENT STORAGE LEVEL REMOVE
. ~ ~ ~I' SEDIMENT WHEN THIS LEVEL IS REACHET9 OR AS DIRECTED BY CONSERVATIq~I INSPECTOR
W ...............r................~....~.,...~.__._._...._...wW,w,ww...~..._.,..._.,....w.....r...r...._..__..._..._.....w.......~,_w.~,...r...w...w . r ALT FED
L -~--FLOW OF WATER
L
Y S~M~T St~p~ pIt FLOW OF~
Q O o WATER
Z TO INCREASE STORAGE CAPAGTY AND PROLONG - SHEET DRAINAGE THE UFE OF THE SILT FENCE, IT IS GENERALLY
W _ k .i a y~3'y7'61~'r r ~i~41•~ .rti;d Y ~ Srsid ~I~ (ONLY) ADNSABLE TO DIG A SEIXIMENT PIi IN FRONT Of - SILT FENCE WHENEVER POSSIBLE.
~ ~ y NANRAL GRADE
•1 ' . ~ ~ l ~
v s 07 ~ CARRY APPROX. 12° FABRIC INTO
o ~ °.E'', '.k :r 'fit I~il- TRENCH COVER W/SGL do TAMP i - ~ ~ I _ BACKFlLL
- . 't;.~;~ S: S~ S ? ;i1~ a _ I CARRY 8" Of WIRE ' f, ~ s. ~ ~ ' , f, _i INTO litENCH
N 5~~ a J METAL POSTS AT
8' O.C. MAX.
+T ,rr•`' "
V ' vY" TEMPORARY SILT FENCE
m ~ I,~,r~~?r~a~~ 31-25-31
m O ~
A ~lat~ . . o Q -
i

0
Q 0 DATE BY ®ATE~ March 2010
CARO REVISED PER DWQ 04/21/10 MJN GRAPHIC SCALES CLIENT CODE: CIDA JOB NUMBER: 09-145
l GREEN ENGINEERING I. IF
' o 4~.•~e° SEAL WATER, WASTEWATER, SURVEYING, PLANNING, PROJECT MANAGEMENT R IRS FINE FO REVISED PER DWQ 04/30/10 L MJN FIELD BOOK: 842 & 843
csb2ze Npq'rH CAROLINA FIRM LICENSES P-0115 SITE EXPANSION PE)" E T A I L So" CADFILE: 09145-BM.dwg AS SHOWN ASCII FILE:
LAST MODIFIED: 29-Apr-10
lN303 Ca`pLp$BORO STREET EAST, P.O. BOX 609 WILSON. N.C. 27893 MODIFIED BY: EZ
TEL [phone] FAX [phone] OFFICE @ CREENENG.COM
FAUCECT'S TOWNSHIP HALIFAX COUNTY, NORTH CARO i CAROLINA SHEET N0 =OF . D2 44-13-080