20091339 Ver 1_More Info Received_20100305

GREEN ENGINEERING, P.L.L.C.
Engineers/Plan ners/Su rveyors
1708 Trawick Road, Suite 105
Raleigh, North Carolina 27604
Telephone [phone] Fax [phone]
TO NCDENR
Division of Water Quality
2321 Crabtree Blvd. Suite 250
LETTER OF TRANSMITTA °
Date 3/5/10 JOB No. C14 / 094
? of 9
ATTENTION
Annette Lucas, PE ".4t
a, -0
In
RE: Reser's Fine Foods Tortilla Plant-Phase I
STORM WATER MANAGEMENT
SUBMITTAL PACKAGE
Raleigh, NC 27604
WE ARE SENDING YOU: N Attached Under separate cover via
? Shop Drawings ? Prints Plans
[]Copy of letter []Change order ?
COPIES DATE NO. DESCRIPTION
5 3/5/10 1 Reaser's Fine Foods Tortilla Plant-Phase 1
5 3/5/10 2 Completed Checklist
5 3/5/10 3 Wet Detention Basin Supplement Sheet
5 3/5/10 4 Stormwater Wet Pond Calculations
5 3/5/10 5 Response to US ACE and NC-DWQ (From Goldstein & Associates)

THESE ARE TRANSMITTED as checked below:
[]For approval []Approved as submitted
? For your use ?X Review and comment
REMARKS:
[]Approved as noted Resubmit -copies for approval []Return -corrected prints
[]As requested F] Submit-copies for distribution Returned for corrections
[]FOR BIDS DUE 20 ? PRINTS RETURNED AFTER
LOAN TO US
COPY TO
SIGNED W A
E. Leo Green III, PE
the following items:
? Samples ? Specifications

If enclosures are not as noted, kindly notes us at once.
Responses to US-ACE and NC-DWQ Comments on the 404-401 P??m
Application for Reser s Foods at Halifax County Industrial
has qrs.
US-ACE Comment Letter: 04 February 2010
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US-ACE Comment 1: Avoidance and Minimization Efforts: As stated in our 404-401
Application, the new Reser's production facility must be within 150 feet of the distribution
warehouse in order to preserve product quality. The food products will be transferred from the
production facility to the distribution warehouse by a special enclosed conveyor system, and 150
feet is the maximum conveyor length in which climate conditions can feasibly be controlled.
Because the existing Reser's plant sits at the corner of NC-903 and SR-1600, the available land to
the south and east is separated from Reser's property by these roads. Transporting temperature-
sensitive food products across either of these roads would require loading and unloading trucks,
rather than a rapid conveyor system, and would significantly reduce the product quality. This is
precisely why Reser's needs to replace its existing production facility near Rocky Mount. Building
the new production facility north of Reser's existing warehouse (within 150 feet) would affect more
stream length than the proposed site to the west. The stream segment to the north has a meandering
morphology, adjacent forested wetlands, and better habitat quality than the straightened and non-
forested segment (proposed impact area) to the west. Please examine the two figures in the 404
Application entitled "Reser's Foods Expansion - Site Plan" and "Reser's Foods Expansion -
Proposed Stream Impacts" and it should be clear that there is no feasible way to impact significantly
less stream than shown in these plans while keeping the new plant within 150 feet.
US-ACE Comment 2: Final and Complete Mitigation Plan: See attached Final Compensatory
Mitigation Plan, which includes a combination of stream preservation and in-lieu fee payment to
NC-EEP totalling 1,714 feet of stream mitigation credits as required by US-ACE. The stream
preservation component comprises 17,140 linear feet of stream buffer along Quankey Creek, Little
Quankey Creek, and unnamed tributaries on the Halifax County Industrial Park and Halifax County
Farm properties, protected by conservation easements, and at least 50 feet wide. The conservation
easements will be held by Fishing Creek SWCD. The in-lieu fee payment to NC-EEP comprises
$294,808 (= 857 feet x $344. per ft).
US-ACE Comment 3: FEMA Designated Floodplains: The FEMA mapped floodplain boundary
along Quankey Creek and its tributaries in the Industrial Park is north of the Reser's Fine Foods
property boundary. All proposed land clearing, construction and stream impacts will be entirely
upslope of FEMA-mapped floodplains, based on on-line mapping (http://floodmaps.nc.gov) See
the attached copy NC Floodplain Mapping Information System with the Reser's property and
proposed expansion area highlighted in red.
NC-DWQ Comment Letter: 03 February 2010
NC-DWQ Comment 1: Full-size paper plans and plans on CD:
See plans provided by Green Engineering (provided separately) ***
NC-DWQ Comment 2: Cross-section details at culvert:
See plans provided by Green Engineering (provided separately) ***
NC-DWQ Comment 3: Stream and buffer descriptions:
See attached Final Compensatory Mitigation Plan.
NC-DWQ Comment 4: NC-EEP Acceptance for remaining 474 feet: This statement was an
error in our 404-401 permit application submitted in December 2009. The total stream mitigation
credit required is 1,714 feet, and NC-EEP has agreed to accept payment for up to 1,240 feet, as
stated in Block 25 and the In-Lieu Fee Acceptance Form. However, half of the required mitigation
credits (857 feet) will be provided by stream preservation, not by payment to NC-EEP. The actual
stream mitigation credit needed from NC-EEP is therefore only 857 feet, so a revised request for an
additional 474 feet of credit is not needed. We apologize for this error in our 404-401 Application.
NC-DWQ Comment 5: Stormwater Management Plans and BMP Forms:
See plans provided by Green Engineering (provided separately) ***
Halifax County Industrial Park: Compensatory Stream Mitigation Plan
Revised: 03 March 2010
Stream Mitigation Requirements
The proposed stream impacts on the Halifax County Industrial Park site associated with the
expansion of Reser's Fine Foods total 857 feet, including 731 feet for the upstream long culvert (695
feet of stream filled/piped plus 36 feet riprap stabilization) and 126 feet for the downstream short
culvert (50 feet piped plus 76 feet riprap stabilization). Based on consultation with ACE agent
James Lastinger, the compensatory mitigation ratio required for this perennial stream impact will be
2:1, or 1,714 feet of stream mitigation credit.
Halifax County is proposing to provide one-half of this stream mitigation credit (857 feet) by
preservation (conservation easement) of 50-foot wide forested riparian corridors along Quankey
Creek and tributaries on the Industrial Park property and along Little Quankey Creek and tributaries
on the County Farm property 2.5 miles east of the Industrial Park (see attached maps). Mitigation
by stream preservation requires a 10:1 ratio, or 8,570 feet of stream channel where both stream-
banks are protected. This equates to 17,140 feet of total stream-bank frontage required. Along the
main stream segments on the Industrial Park and County Farm properties, only one stream-bank is
available for preservation, whereas both banks can be preserved on tributaries.
The remaining one-half of the required stream mitigation credit (857 feet) will be provided by in-
lieu fee payment to NC-EEP of $294,808. (= 857 ft x $344 per ft). Quankey Creek is in Roanoke
River basin HUC 03010107 which is a "high-rate" watershed for mitigation credit, according to
NC-EEP.
2
Stream Preservation Corridor Lengths and Proposed Uses
The stream corridors to be protected on the Industrial Park property include: 1) 5,784 feet of stream
frontage along the south or west bank of Quankey Creek (northern property boundary, from I-95
eastward toward SR-1600); 2) 1,062 feet of stream frontage along the west bank of an unnamed
Quankey Creek tributary north of Reser's Fine Foods distribution warehouse; and 3) 1,072 feet of
stream frontage along the east bank of that tributary. These segments total 7,918 feet of preserved
stream-bank frontage and 8.941 acres in the Industrial Park, all on County-owned land. An existing
gasline right-of-way and powerline right-of-way are excluded from the preservation areas. Halifax
County Economic Development Director Cathy Scott contacted the private landowner across
Quankey Creek to discuss establishing a preservation corridor along the northeast stream-bank too,
but that landowner declined to participate.
The stream corridors to be protected on the County Farm property include: 1) 9,670 feet of stream
frontage along the west bank of Little Quankey Creek (eastern property boundary); 2) 293 feet of
stream frontage along the north bank of an unnamed Little Quankey Creek tributary located north of
the 4H Camp (Tributary TA); and 3) 301 feet of stream frontage along the south bank of that stream.
These segments total 10,264 feet of preserved stream-bank frontage and 11.116 acres on the County
Farm property, all on County-owned land. There are no utility crossings or other gaps in the Little
Quankey Creek corridor.
The preservation corridors on The Industrial Park and County Farm sites combined total 18,182 feet
of perennial stream frontage and 20.057 acres, entirely on County-owned land. This includes 1,042
feet more than the 17,140 feet of stream frontage needed for the Reser's project mitigation; this
excess length will be "banked" by Halifax County to offset future stream impacts, if needed. Little
Quankey Creek joins Quankey Creek 1.5 miles downstream of the County Farm property, just west
of downtown Halifax, where Quankey Creek enters the Roanoke River.
Halifax County has entered into negotiations with Fishing Creek Soil & Water Conservation District
(SWCD) to serve as the conservation easement holder, including a stewardship fee for the easement
holder to provide monitoring of the sites. All preservation corridors will maintained in their natural
forested condition, and "Conservation Buffer" signs will posted at 500 foot intervals or less along
the the off-stream edge of each corridor. No land clearing or vegetation removal will be allowed in
these areas other than targeted control of nuisance invasive species, and cutting down dead or
damaged trees that may threaten structures or safety of hikers. Any trees that must be cut down
will be left to decay in the woods, except that nuisance invasive species may be removed. Off-road
vehicles and horses will not be allowed within the preservation corridors. Hiking, fishing,
orienteering and similar activities that have negligible impact on soils or vegetation will be allowed,
principally on the County Farm property which contains the 4H Camp. Trails, if any, will be
limited to unimproved dirt hiking trails, except that stone or wooden steps, runoff diverters (water
bars), and boardwalks may be installed where needed on steep, erodible, or wet areas of trails. All
proposed trail work and vegetation management will be coordinated with the conservation easement
holder. If the County wishes to build paved greenway trails at some later date, these will be located
at least 50 feet beyond the parallel stream-bank. No public access facilities are expected on the
Industrial Park site, but access will not be restricted either.
A conservation easement for each property is being prepared by the Halifax County attorney using
the US-ACE Wilmington District's model easement and the allowed usages described above.
Copies will be provided to US-ACE and NC-DWQ when these easements are completed and
recorded.
Stream and Buffer Descriptions: Industrial Park, Quankey Creek
Quankey Creek originates five miles southwest of Roanoke Rapids and flows southeastward 13
miles into the Roanoke River at Halifax. The segment to be protected between I-95 and SR-1600 is
located halfway between the headwaters and the mouth. Its drainage area at SR-1600 is 15.5 square
miles, and it is mapped on both the USDA Soil Survey of Halifax County and the USGS
Topographic Quadrangle of Darlington, NC. This segment is a perennial low-gradient swamp
stream with a sand and mud dominated bed, and is generally 25 to 40 feet wide along most of its
length. The western portion includes two wider areas with multiple braided channels and adjacent
wetland areas. A gas pipeline crosses the creek 450 feet east of I-95, and a powerline crosses the
creek 320 feet west of SR-1600. These mowed utility rights-of-way are excluded from the
preservation buffers.
During the RJG&A field surveys in October 2009 only the eastern one-fourth of this stream
segment had flowing water. The remainder was mostly dried up and reduced to scattered isolated
pools. Hundreds of recently dead Elliptio mussels, including large ones estimated to be at least 10
years old, were found in the drying mud, suggesting that this segment did not often dry up for
extended periods in the recent past. Hundreds of large old tupelo gum trees (Nyssa aquatica) along
the channel with broad swollen bases, water marks and moss lines provide further evidence that this
stream segment normally has long-term inundation. During a subsequent visit in February 2010,
Quankey Creek was flowing normally.
The floodplain along both sides of Quankey Creek is a mosaic of wetlands and non-wetland areas,
predominantly forested with laurel oak, swamp chestnut oak, water oak, willow oak, white oak,
southern red oak, red maple, sweetgum, tulip poplar, green ash, loblolly pine, American elm,
winged elm, persimmon, black gum, tupelo gum, musclewood, river birch, American holly,
winterberry holly, deciduous holly, red mulberry, arrowwood viburnum, flowering dogwood, black
cherry, sweet pepperbush, and sweetlea£ A few thinly-forested and wetter areas are sapling and
scrub dominated, with buttonbush, tupelo gum, rose mallow, red maple, black willow, silky
dogwood, Virginia sweetspire, switch cane, greenbrier, blackberry, swamp rose, and dense
groundcover herbs, sedges and grasses. The majority of the preservation corridor is non-wetland
forest.
The tributary near Reser's Foods originates in agricultural land approximately 1,600 feet southwest
of a culvert under NC-903, west of the existing Reser's Foods Plant. The segment upstream of NC-
903 is a straightened ditch between two crop fields. This segment received a DWQ stream rating
score of 16.25 during dry conditions on 28 August 2009, suggesting ephemeral flow, but during
December and February visits it had slight flow several days after the latest rainfall, and may thus
be intermittent. Downstream of NC-903 this tributary flows northeastward another 2,600 feet
through the Industrial Park and into Quankey Creek at the northern boundary of the Industrial Park.
The two segments to be filled or piped extend from the culvert outlet north of NC-903 to a point
4
approximately 1,000 feet downstream on Reser's Foods property. The segment to be preserved
begins 600 feet downstream (northeast) of the proposed impact area, at the boundary between
Halifax Investment LLC (Pelican Packaging) and Halifax County, and flows northeastward into
Quankey Creek approximately 1,070 feet downstream. This segment is 3 to 10 feet wide and
received a DWQ stream rating score of 36.5 on 22 July 2009, indicating perennial flow.
Mosquitofish, frog tadpoles, crayfish, isopods, amphipods, and a few midge and cranefly larvae
were seen here, but no mayfly, stonefly, or caddisfly larvae (EPT insects) were found. Adjacent
wetlands are extensive along much of the segment to be preserved. The forest community is similar
to that described along Quankey Creek.
Stream and Buffer Descriptions: County Farm Site, Little Quankey Creek
Little Quankey Creek originates three miles south of Roanoke Rapids and flows southeastward 7
miles into Quankey Creek, just west of Halifax. The segment to be protected is along the
northeastern edge of the Halifax County Farm property, located north of NC-903 and east of Dog
Pound Rd, about two miles above the confluence with Quankey Creek. The drainage area of Little
Quankey Creek at the County Farm property is 9.5 square miles, and it is mapped on both the
USDA Soil Survey of Halifax County and the USGS Topographic Quadrangles of Darlington and
Halifax, NC.
This segment is a perennial moderate-gradient swamp stream with a sand and gravel dominated bed,
and is generally 10 to 25 feet wide along most of its length. During RJG&A field surveys in
December 2009 and January 2010 the entire stream had flowing water and frequent beds of
submersed aquatic vegetation including Potamogeton, Ludwigia, Sagittaria, Eleocharis, and other
obligate wetland or aquatic plants. Benthic invertebrates, minnows, and aquatic salamander larvae
were also observed. Some segments are braided with multiple channels, particularly in the flatter,
swampier upper portion. Proceeding downstream Little Quankey Creek becomes progressively
more entrenched, less braided, and gravel dominated. No utility lines or roads cross the segment to
be protected.
The southeastern portion of the County Farm property contains two tributaries to Little Quankey
Creek. Tributary TA is located north of the 4H Camp and includes approximately 300 feet of 5 to 10
foot wide perennial stream included in the preservation corridors. This segment received a DWQ
stream rating score of 33.5 on 15 January 2010, indicating perennial flow. Tributary TB is located
north of the Water Dept maintenance facility and includes approximately 700 feet of perennial
stream suitable for preservation, but is not included in the preservation corridors at this time. This
segment received a DWQ stream rating score of 42.5 on 15 January 2010, indicating perennial flow.
These two tributaries are deeply entrenched with negligible floodplain width and adjacent upland
hardwood forests on both stream-banks.
The floodplain along Little Quankey Creek is generally wide at the northern end and gets narrower
toward the southern end, where steep bluffs border some segments of the the creek. Adjacent
wetlands are present mainly in along the northern half. The two tributaries are in steep valleys with
minimal floodplain width and no adjacent wetlands. The preservation corridors contain a mix of
alluvial forest and mesic slope forest trees including water oak, swamp chestnut oak, willow oak,
white oak, southern red oak, bitternut hickory, red maple, sweetgum, tulip poplar, green ash,
5
loblolly pine, river birch, beech, American elm, persimmon, black gum, musclewood, American
holly, deciduous holly, viburnum, dogwood, umbrella magnolia, and black cherry. The understory
and groundcover include mountain laurel, titi, sweetleaf, sweet pepperbush, switch cane, devil's
walkingstick, greenbriers, jessamine, sedges, Chinese privet, and Japanese honeysuckle.
Uplands on the County Farm property beyond the preservation buffers contain the County 4H camp
and equestrian facilities, the County animal shelter and pet adoption center, the Water Department
maintenance facility, cotton and peanut fields, and mixed pine and hardwood forests. There are
presently no other development plans for the County Farm property.
6
Property Owner and Conservation Easement Holder Information
Conservation Property Owner:
Mr. Tony Brown
Halifax County Manager
10 North King Street
Halifax, NC 27839
252-583-1131
[e-mail]
Conservation Easement Holder:
J. Wayne Short, District Chairman
Pamela J. Bradley, Adm. Officer
Fishing Creek Soil & Water Conservation District
359 Ferrell Lane, Room 151
Halifax NC 27839
252-583-3481 ext 3
[e-mail]
Agent for Property Owner:
Mr. Gerald Pottern
Robert J. Goldstein & Associates, Inc.
Environmental Consultants
1221 Corporation Parkway, Suite 100
Raleigh, NC 27610
919-872-1174
[e-mail]
Attachments:
1) FEMA Flood Hazard Map of Reser's Foods project area (from ncfloodmaps.gov)
2) Vicinity Map of Stream Preservation Corridor Sites
3) Stream Preservation Corridor Plat: Industrial Park Site, Quankey Creek
4) Stream Preservation Corridor Plat: County Farm Site, Little Quankey Creek
Copies of the recorded conservation easements will be provided separately to ACE and DWQ (in
prep). Engineering plans of stream impacts and stormwater plans will be provided separately to
DWQ (in prep).
7
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Reser's Fine Foods Halifax
Tortilla Plant -Phase 1
Storm Water Calculations
Located in:
Halifax County, North Carolina
\\\ 0\1111 ti?? //
*?J
0 2'5b •;
••, 5
Prepared by:
Green Engineering, PLLC
March 5, 2010
•
R:\CIDA\09145\Engineering\DWQ Calcs Cover&Nwative.doc
Permit No.
(to be provided by DWQ)
SQUIRED lY CHECKLI
i
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.
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.
'-_ 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
3. Section view of the wet detention basin 0 " = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
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.
_ VAP_ 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
L ?12, 7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin- Rev. 8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
Permit No
A, Rh
* I&
HCDENR
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.
(to be provided by DWQ)
W A Tfg,
}
o
ft? CT IN INFORMATION
Project name Resers Plant Expansion
Contact person Leo Green
Phone number 252-237-5365
Date 3/3/2010
Drainage area number 1
I: tY AT ON
Site Characteristics
Drainage area 439,956 fe
Impervious area, post-development 439,956 ftz
% impervious 100.00%
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
torage Volume: SA Waters
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 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1 -yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 1Oft 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
•
Form SW401-Wet Detention Basin-Rev.8-9/17/09
42,707 ft3
101,713 ft3
to
to
ft3
ft3
ft3
N (Y or N)
OK
OK, volume provided is equal to or in excess of volume required.
1.2 in
0.50 (unitless)
0.90 (unitless)
0.05 in/hr OK
6.50 ft3/sec
19.72 ft3/sec
13.22 ft3/sec
133.50 fmsl
129,00 fmsl
124.00 fmsl
129.50 fmsl
128.50 fmsl
124.00 fmsl
123.00 fmsl
1.00 ft
Y (Y or N)
133.5 fmsl OK
Parts I. & II. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
10, * WOW [ON
Surface Areas
rea, temporary pool 25,286 ft
rea REQUIRED, permanent pool 13,639 fe
SAMA ratio 310 uniti

Area PROVIDED, permanent pool,I ( ess)
14,457 ff
OK
Area, bottom of 10ft vegetated shelf, AO she 12,173 ft'
Area, sediment cleanout, top elevation (bottom of pond), &,ond 6,405 ff
Volumes
Volume, temporary pool 101,713 ft3 OK
Volume, permanent pool, 54,003 ft3
Volume, forebay (sum of forebays if more than one forebay) 11,120 ft3
Forebay % of permanent pool volume 20.6%% OK
SA/DA Table Data
Design TSS remova 85%
Coastal SA/DA Table Used. N (Y or N)
Mountain/Piedmont SA/DA Table Used' Y (Y or N)
SA/DA ratio 3.10 (unitless)
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b N (Y or N)
Volume, permanent pool, 54,003 ft3
Area provided, permanent pool, / 14,457 W
Average depth calculates ft Need 3 It min.
Average depth used in SA/DA, q, (Round to nearest 0.5ft) ft
Calculation option 2 used? (See Figure 10-2b Y (Y or N)
Area provided, permanent pool,4..-Pw 14,457 ff
Area, bottom of 1Oft vegetated shelf, loot a,e, 12,173 W
Area, sediment cleanout, top elevation (bottom of pond), &I-P d 6,405 fe
"Depth" (distance b/w bottom of 10ft shelf and top of sedimen- 4.50 ft
•
Average depth calculates 3.90 ft OK
Average depth used in SA/DA, (L, (Round to nearest 0.5ft) 4.0 ft OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular, 3.50 in
Area of orifice (if-non-circular) in'
Coefficient of discharge (CD) 0.65 (unitless)
Driving head (K) 0.53 It
Drawdown through weir? N (Y or N)
Weir type (unitess)
Coefficient of discharge (Ct) (unitless)
Length of weir (L) It
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 6.50 ft3/sec
Post-development 1-yr, 24-hr peak flow 19.72 ft3/sec
Storage volume discharge rate (through discharge orifice or weir) 0.38 ft3/sec
Storage volume drawdown time 4.13 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 3.0 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.0 ft OK
Vegetated filter provided? Y (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
AMMDures all runoff at ultimate build-out? Y (Y or N) OK
in mechanism for maintenance or emergencies is: PUMP OUT
Form SW401-Wet Detention Basin-Rev.8-9117/09
Parts I. & II. Design Summary, Page 2 of 2
Watershed Model S c h e m RAPow Hydrographs Extension for AutoCAD® Civil 3DO 2008 by Autodesk, Inc. v6.052
Proposed Runoff
pansion Pond
Lenend
Hvd. Qd& Description
SCS Runoff Proposed Runoff
Reservoir Expansion Pond
Project: Pond.gpw FFriday, Mar 5, 2010
Hydraflow Table of Contents
Pond.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Mar 5, 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
'10
Hydrograph Return Perioddr aflow y ro Re,ca?
y raphs Extension for AutoCAD® Civil 3D®2008 by Autodesk, Inc. v6.052
yd. Hydrograph
t Inflow Peak Outflow (cfs) Hydrograph
ype
(origin) Hyd(s)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr description
1
2 SCS Runoff
Reservoir ------
1 -----
------- 41.35
30.33 -------
------- -------
------- 66.92
59.84 -------
------- -------
------- 111.13
87.17 Proposed Runoff
Expansion Pond
Proj. file: Pond.gpw Friday, Mar 5, 2010
Hyd rog ra p h Summary Re,?doflrtHydrographs Extension for AutoCADO Civil 3D® 2008 by Autodesk, Inc. v6.052
d. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 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 Friday, Mar 5, 2010
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
&yd. No. 1
Proposed Runoff
Hydrograph type = SCS Runoff
Storm frequency = 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
Friday, Mar 5, 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
00.00
Proposed Runoff
Hyd. No. 1 -- 2 Year
30.00
20.00
10.00
0.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 00
U 180 360 540 720 900 1080 1260
-°--- Hyd No. 1 Time (min)
Hydrograph Report 5
Hydraflow Hydrographs Extension for AutoCADC) Civil 3D® 2008 by Autodesk, Inc. v6.052
*yd. No. 2
Expansion Pond
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 3 min
Inflow hyd. No. = 1 - Proposed Runoff
Reservoir name = Expansion Pond
Friday, Mar 5, 2010
Peak discharge = 30.33 cfs
Time to peak = 723 min
Hyd. volume = 65,581 cuft
Max. Elevation = 131.89 ft
Max. Storage = 52,537 cuft
Storage Indication method used.
Q (cfs)
CA ^A
Expansion Pond
Hyd. No. 2 -- 2 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 00
0 180 360 540 720 900 1080 1260 1440 1620
- Hyd No. 2 - Hyd No. 1 Total storage used = 52,537 cuft Time (min)
Pond Report s
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Mar 5, 2010
Pond No. 1 - Expansion Pond
10 Pond Data
Contours - User-defined contour areas. Conic method used fo r volume calculation. Begining Elevation =129.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) 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] [I3] [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).
is
Stage (ft) Stage / Discharge
Elev (ft)
5.00
4.00
3.00
2.00
1.00
Afto.00
134.00
133.00
132.00
131.00
130.00
129 00
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0
....... Total Q Discharge (cfs)
Hyd rog ra p h Summary Re?dra ow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 66.92 3 717 175,689 ------ ---- ------ Proposed Runoff
2 Reservoir 59.84 3 720 134,857 1 132.18 59,009 Expansion Pond

Pond.gpw Return Period: 10 Year Friday, Mar 5, 2010
Hydrograph Report
8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
&yd. No. 1
Proposed Runoff
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 3 min
Drainage area = 10.000 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.40 in
Storm duration = 24 hrs
Friday, Mar 5, 2010
Peak discharge = 66.92 cfs
Time to peak = 717 min
Hyd. volume = 175,689 cuft
Curve number = 98
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.20 min
Distribution = Type II
Shape factor = 484
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
0 180
. Hyd No. 1
360 540 720 900 1080
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
--" 0.00
1260
Time (min)
Hydrograph Report 9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Vyd. No. 2
Expansion Pond
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 3 min
Inflow hyd. No. = 1 - Proposed Runoff
Reservoir name = Expansion Pond
Friday, Mar 5, 2010
Peak discharge = 59.84 cfs
Time to peak = 720 min
Hyd. volume = 134,857 cuft
Max. Elevation = 132.18 ft
Max. Storage = 59,009 cuft
Storage Indication method used.
Q (cfs) Expansion Pond
Hyd. No. 2 -- 10 Year
70.00
WOO
50.00
40.00
30.00
20.00
10.00
0.00
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 180 360 540 720 900 1080 1260 1440
• Hyd No. 2 --- Hyd No. 1 Time (min)
Total storage used = 59,009 cuft
10
Hyd rog ra p h Summary Re,?dr9aflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 111.13 3 717 296,061 ------ ---- ---- Proposed Runoff
2 Reservoir 87.17 3 720 255,229 1 132.73 69,992 Expansion Pond

Pond.gpw Return Period: 100 Year Friday, Mar 5, 2010
11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
eiyd. 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
Friday, Mar 5, 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
•.00
80.00
60.00
40.00
20.00
0.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 180 360 540 720 900 1080 1260
• Hyd No. 1 Time (min)
Hydrograph Report 12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2008 by Autodesk, Inc. v6.052
Soyd. No. 2
Expansion Pond
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 3 min
Inflow hyd. No. = 1 - Proposed Runoff
Reservoir name = Expansion Pond
Storage Indication method used.
Friday, Mar 5, 2010
Peak discharge = 87.17 cfs
Time to peak = 720 min
Hyd. volume = 255,229 cuft
Max. Elevation = 132.73 ft
Max. Storage = 69,992 cuft
Expansion Pond
Q (cfs)
Hyd. No. 2 --100 Year Q (cfs)
120.00
,.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
----- Hyd No. 2 ---- Hyd No. 1 Total storage used = 69,992 cuft Time (min)
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Watershed Model Schem qfif ?
ow Hydrographs Extension for AutoCAD® Civil 3D®2008 by Autodesk, Inc. v6.052
Hydraflow Table of Contents
Pond drawdown.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Thursday, Mar 4, 2010
*Watershed Model Schematic ........................................................................... 1
Hydrograph Return Period Recap ................................................................... 2
1 - Year
Summary Report .............................................................................................................. 3
Hydrograph Reports ........................................................................................................ 4
Hydrograph No. 1, SCS Runoff, Proposed Runoff ........................................................ 4
Hydrograph No. 2, Reservoir, Expansion Pond ............................................................. 5
Pond Report - Expansion Pond ................................................................................. 6

0
2
Hydrograph Return Perioddraflow y ro Reyca
yraphs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. v6.052
d. Hydrograph
t Inflow
H Peak Outflow (cfs) Hydrograph
ype
(origin) yd(s)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr description
1
2 SCS Runoff
Reservoir ------
1 14.53
0.456 -------
------ -----
------- -------
------- -------
____-_ -------
_______ _-----
_______
------- Proposed Runoff
Expansion Pond
Proj. file: Pond drawdown.gpw Thursday, Mar 4, 2010
Hyd rog ra p h Summary Redr9aflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
yd. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 14.53 3 717 34,562 ------ ------ ----- Proposed Runoff
2 Reservoir 0.456 3 840 34,494 1 130.35 22,524 Expansion Pond
r
Pond drawdown.gpw Return Period: 1 Year Thursday, Mar 4, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
&yd. No. 1
Proposed Runoff
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 3 min
Drainage area = 13.000 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 0.99 in
Storm duration = 24 hrs
4
Thursday, Mar 4, 2010
Peak discharge = 14.53 cfs
Time to peak = 717 min
Hyd. volume = 34,562 cuft
Curve number = 98
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.20 min
Distribution = Type II
Shape factor = 484
Q (cfs)
15.00
4P2.00
Proposed Runoff
Hyd. No. 1 -- 1 Year
Q (cfs)
15.00
9.00
6.00
3.00
0.00 .?.. a -
0 180 360 540
Hyd No. 1
12.00
9.00
6.00
3.00
0.00
720 900 1080 1260 1440
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
&yd. No. 2
Expansion Pond
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 3 min
Inflow hyd. No. = 1 - Proposed Runoff
Reservoir name = Expansion Pond
Storage Indication method used.
Q (cfs)
15.00
402.00
9.00
6.00
3.00 -
0.00
Expansion Pond
Hyd. No. 2 -- 1 Year
5
Thursday, Mar 4, 2010
Peak discharge = 0.456 cfs
Time to peak = 840 min
Hyd. volume = 34,494 cuft
Max. Elevation = 130.35 ft
Max. Storage = 22,524 cuft
Q (cfs)
15.00
12.00
9.00
3.00
3.00
0 00
U 540 1080 1620 2160 2700 3240 3780 4320 4860
Hyd No. 2 Hyd No. 1 Total storage used = 22,524 cuft Time (min)
Pond Report
6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Pond No. 1 - Expansion Pond
. Pond Data
Contours - User-defined contour areas. Conic method used fo r volume calculation. Begining Elevation = 129.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 129.00 14,457 0 0
1.00 130.00 17,754 16,076 16,076
2.00 131.00 19,515 18,626 34,701
3.00 132.00 21,357 20,427 55,128
4.00 133.00 23,281 22,310 77,438
5.00 134.00 25,286 24,274 101,713
Thursday, Mar 4, 2010
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 12.00 4.00 0.00 0.00 Crest Len (ft) = 4.70 0.00 0.00 0.00
Span (in) = 12.00 4.00 0.00 0.00 Crest El. (ft) = 131.00 0.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 127.70 129.00 0.00 0.00 Weir Type = Riser --- --- ---
Length(ft) = 45.00 2.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.08 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
Stage Storage Elevation Civ A Civ B Civ 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 3.28 oc 0.38 is --- - 0.00 --- - --- --- --- .
0
384
2.00 34,701 131.00 3.28 oc 0.57 is --- --- 0.00 --- --- --- --- --- .
0
569
3.00 55,128 132.00 7.13 oc 0.12 is --- -- 7.00s - --- - --- --- .
7
126
4.00 77,438 133.00 8.09 oc 0.05 is --- --- 8.02s --- --- --- --- --- .
8
075
5.00 101,713 134.00 8.91 oc 0.03 is --- --- 8.85s --- --- --- --- --- .
8.887
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9MINIMUM 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= 1.0 INCHES
A= 10.0 ACRES
IA= 100 %
Rv= 0.95
V= 34,485 CF
•
0
Fiaure 10-2b
• *regetation not shown da,,. Average depth of permanent pool to use in the SA/DA tables (ft)
Option 1: day = ype""-poor
**Freeboard & hardened
emergency overflow Apam-Poor
not shown Option 2: d? = 0.25x1 + -46. -",IV + [(4. + "_ p x Depth
***Siide slope stabilized
per FEjudgment Temporary pool Vegetated'
Permanent pool Side slope
Outlet above Bottom of vegetated shelf * ?' Forebay
temporary pool** Bottom of pond (Sedimentehelf d I Side slopes
clean-out top elevation) --2 1
Outlet orifice ! Sediment clean-out loft, 101
bottom elevation Side slope***
0
OPTION 2 (FROM ABOVE)
ABOT SHELF = 12,173
APERM POOL= 14,457
DEPTH = 4.5
ABOT POND - 6,405
D AVG= 3.9
0
• ANTI FLOAT CALCULATIONS
WATER 62.4 LBS/CF
CONCRETE 145 LBS/CF
RISER SIZE
L= 9.0
W= 3:0
D= 3.75
RISER VOLUME = 101.25 CF
WATER DISPLACEMENT = 6318 CF
FACTOR =1.5 9477 CF
CONCRETE NEEDED = 65.36 CF
ADDITIONAL 1.0' SQUARE
CONCRETE PAD AREA = 55 SF
• DEPTH NEEDED = 1.19
ANTI FLOAT DIMENSIONS
L= 11.0
W= 5.0
D= 1.19
0
New York DOT Dissipator Method For Use in Defined Channels
(Source: "Bank and channel lining proceduires" New York Department of
Transportation, Division of Design and Construction,, 1971.)
Guide to Color Key: User Input Data Calculated Value Reference Data
Designed By: MJN Date: 3/4/2010
Checked By: Date:
Company: Green Engineering
Project Name: CODA
Project No.: 9145
Site Location (City/Town) Halifax county
Culvert Id. Pond outlet
Estimation of Stone Size and Dimensions For Culvert Aprons
0 Step 1) Compute flora, -velocity Xa at culvert or pared channel outlet.
Step 2) For pipe culverts D,, is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
D. = Ag where A. = cross-sectional area of flow at outlet.
For multiple culverts, use Lag = 1.25 x D,, of single culvert.
Velocity (ft/s)
Opening type Pipe Culvert
Single or multiple openings? Multiple
Outlet pipe diameter, D, (ft) 2.5
NOTE 1: If opening type is anything other than "Pipe Culvert", f?-=Ap
(Cross-sectional area of flow at outlet).
NOTE 2: If multiple openings, 4=1.25 x Do of single culvert.
•
0 Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
Zone 3 Figure 8.06c
Will apron have >/=10% grade? No
NOTE: For apron slopes equal to or greater than 10%, use next higher Zone in Figure 8.06d to
determine apron length.
Apron length (ft) 20 Figure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
Btep 1. Use figure 8.06. Klo determine n aximunr stone size (e.g. for 12
Fps 20" or 55016s.
Max. stone size (in.)
20 Figure 8.060
Step 2. Use figure 8.06.bEo determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbQ:
OTE In deternutung chatuzel velocities for stone linings acid revetment,
use the following coefficients of roughness:
Diameter manning's Min. thickness
(inches) -n> of lining (inches)
Flute 3 0.031 7 12
Light 6 0.035 1.2 18
Ivledium 13 0.040 1.8 21
Heavy 23 0-044 30 36
(Ch els) (Dissapators)
Min. & max range of stones (Ibs) 125-500 Figure 8.05f
Weight range of 75% of stones (Ibs) 25-500 RgWre 8.05f