20030885 Ver 1_Complete File_20030903

r, J
® North Carolina Wildlife Resources Commission
Charles R. Fullwood, Executive Director
MEMORANDUM
TO:
FROM:
DATE:
SUBJECT
John R. Dorney, Division of Water Quality
Dept. of Environment and Natural Resources
Ron Linville, Regional Coordinat /j?'
Habitat Conservation Program
August 29, 2003
ETLAND814,9,103,
SEP -- ,3 2003
DATER QUALI T Y ECT1 tv
Review of 401 Certification Application, City of Winston-Salem (W-S)
Storm Water Department, Salem Creek- Civitan Park Stream Restoration,
Forsyth County
The applicant is requesting 401 Water Quality Certification from the North
Carolina Division of Water Quality. The NCWRC has reviewed information provided by
the applicant, and field biologists on our staff are familiar with habitat values of the
project area. These comments are provided in accordance with provisions of the Clean
Water Act of 1977 (33 U.S.C. 466 et. seq.) and the Fish and Wildlife Coordination Act
(48 Stat. 401, as amended; 16 U.S.C. 661-667d).
The applicant proposes to restore habitat values and reduce sediment loadings to
Salem Creek and Muddy Creek by doing stream restoration in the vicinity of Winston-
Salem State University (WSSU). Presently the restoration area consists of
greenway/parkland, WSSU, Bowman Gray Memorial Stadium and surrounding
residential/commercial developments, including nearby Duke Power distribution and
transmission facilities. Streams in the area have been directly and indirectly affected by
urbanization. Floodplain and wetland fill has occurred throughout the watershed. These
urban influences have caused streams to incise and widen through laterally erosion of
streambanks.
The project includes the use of typical bioengineering stream restoration activities
and methodologies, including resizing streams and reconnecting (restoring access)
streams to floodplains. Work will be accomplished in the dry using temporary
Mailing Address: Division of Inland Fisheries • 1721 Mail Service Center • Raleigh, NC 27699-1721
Telephone: [phone] ext. 281 • Fax: [phone]
Salem Creek Restoration 2 August 29, 2003
diversions. Impacts (0.11 acres) to wetlands are temporary. Cumulative impacts to
streams will be 3655 linear feet. Two (2) wetland/water quality ponds will be
constructed. Native plants will be used for stabilization. The project will restore 5240
feet of unstable stream channel and 5.2 acres of wetlands will be created. Over seventeen
acres of riparian forest and native meadow habitats will be created. Project proponents
indicate that sediment loadings will be significantly reduced (120 tons per year). The
City of Winston-Salem will establish a permanent conservation easement to protect the
riparian corridor.
Generally, we support the project as proposed since current aquatic environment
conditions are poor and bioengineering restoration should provide some improvements to
aquatic habitats in the urban watershed area and reduce sediment loading downstream.
However, based on our review of the project and our knowledge of the project area, we
are concerned about future increased impervious area impacts to the restoration site and
floodplain. Increased imperviousness is anticipated within the watershed from capital --
improvements at WSSU. These impacts could cause further destabilizations. We believe
stormwater impacts can be offset by the use of Low Impact Development (LID)
techniques.
It is our understanding that this project is publicly funded and/or supported by
several governmental entities, including the City of W-S and WSSU. The City of W-S
has developed a gateway plan for the general area to improve its attractiveness for urban
revitalization, financial investment and increased development. We do not know if the
stream restoration or other publicly funded projects in the area should be reviewed
pursuant to the NC Environmental Policy Act.
If the 401 Certification is issued, the following recommendations are provided for
your consideration:
1. Future and current capital improvements at WSSU (and other public facilities)
should be carefully evaluated to ensure that additional impervious
development will not cause secondary impacts (streambank erosion and
exacerbated flooding) from modified stormwater releases that might
undermine the stream restoration project. The use of LIDs is recommended
for development at the university and the area in general. These activities are
indicated to provide improved water quality through retention, filtration and
mimicry of base flow regimes. Information on LID techniques may be found
at www.lowimpactdevelopment.org. It is our understanding that these
techniques are cost effective and land use efficient.
2. NC Environmental Policy Act review requirements should be considered if
appropriate.
3. Stringent erosion control measures should be installed where soil is disturbed
and maintained until project completion.
4. Only native piedmont plant species should be used for the project to the extent
practicable and feasible.
Salem Creek Restoration 3 August 29, 2003
5. Any instream culverts and/or piping in the restoration area(s) should be
retrofitted so that aquatic migration can be maintained or restored. As
additional work is done in the area, impacts to waters of the United States
should be properly permitted and certified pursuant to the Clean Water Act.
Generally, road culverts 48" or larger should be buried a foot into streambeds.
Road culverts less than 48 inches in diameter should be buried to a depth
equal to or greater than 20% their size to allow for aquatic life passage. These
measurements must be based on natural thalweg depths. Utility lines and
pipes should be raised to make aerial crossings or buried a minimum of a foot
under thalweg depth, preferably by directional boring.
6. Aesthetically pleasing fencing is recommended to protect streamside buffer
zone stability. Minimum one hundred foot undisturbed buffers should be
provided for perennial streams and fifty foot undisturbed buffers should be
provided for intermittent channels.
7. - Impacts to wooded areas should be mitigated through reforesting activities
using native species. These activities should include preservation of
understory vegetation to provide small animal and bird habitat diversity.
Exotic plant species should be controlled as necessary to maintain native
plants. Meadow areas should be maintained by mowing in late winter or early
spring before bird and other animal nesting cycles begin. This maintains
winter cover and provides early vegetative growth for ground nesting.
8. To the extent practicable, aquatic species impacted by the temporary water
diversion should be relocated downstream to avoid mortality.
9. Equipment used in stream should be new or low hour equipment to reduce
petroleum contamination.
10. Stormwater drains in the community should be retrofitted to provide best
stormwater management practices and sheet flow through vegetated areas.
11. If concrete will be used, work must be accomplished so that wet concrete does
not contact stream water. This will lessen the chance of altering the stream's
water chemistry and causing a fish kill.
12. Impervious walking trails should be limited to a width of eight (8) to ten (10)
feet.
13. Lime and fertilizer should be used at rates determined through NRCS soil
evaluation criteria.
14. We recommend that the applicant or their consultant contact a North Carolina
Wildlife Resources Commission biologist to discuss native planting schedules
and reclamation activities. Wildlife biologist, David Sawyer can be reached at
336-957-4855. Additional planting suggestions and plant supply sources may
be obtained from Stewardship biologist, Elizabeth Hughes at 828/274-3646.
A mixed native forest should be planted to provide enhanced wildlife habitat
diversity. Trees and shrubs (1 year bare root seedlings) should be planted
randomly at a minimal rate of 100 trees per acre and at a minimal rate of 150
per acre around jurisdictional waters or wetlands. The following native tree
species should be considered as they should enhance habitat values:
Native Pine* Red Cedar Black Gum American Holly
Dogwood Hickory Sumac Red Maple
Salem Creek Restoration 4 August 29, 2003
Oak (sp) Viburnum Green Ash Ironwood
Black Cherry Persimmon Black Walnut Willow (sp)
Locust (sp) Mulberry Native Plums Serviceberry
(Other species may be utilized depending on site requirements and availability.
Pines* should not exceed 15% of the reforestation. No more than 20% of the tree
species should be of a single species. An 80% success rate is acceptable over five
years. A wildlife tree seedling pack is available from the NC Forest Service.)
15. Planting trees around water quality ponds and marshes or wetlands (excluding
dams) should minimize thermal impacts by reducing the duration of direct sun
exposure to surface waters.
Thank you for the opportunity to review and comment on this project. If you
have any questions regarding these comments, please contact me at 336/769-9453.
4?o?OF W AT fi9QG
? rte'
U t`
September 2, 2003
Mr. Keith Huff
City of Winston-Salem Stormwater Department
PO Box 2511
Winston-Salem, NC 27102
Michael F.
William G. Ross, Jr.,
Department of Environment and Natural I
Alan Klimek,
Division of Water Qui
APPROVAL OF 401 Quality Certification
Subject: Stream Enhancement/Restoration
Wetlands and Pond Construction
Civitan Park
Forsyth County, NC
DWQ# 030885
Dear Mr. Huff:
This Office is in receipt of the plans for the stream enhancement/restoration project that includes wetlands and pond
construction, impacting approximately 2525 feet of Salem Creek, 1030 feet of Stadium Branch, 100 feet of an unnamed
tributary and 0.11 acres of wetland impact in the Yadkin River Basin submitted to this Office on July 16, 2003 with
additional information received August 21, 2003. After reviewing your application, we have decided that this fill is covered
by General Water Quality Certification Number 3399, which may be viewed on our website at
http://h2o.enr.state.nc.us/ncwetiands. This certification allows you to use General Permit Number 27 when the Corps of
Engineers issues it. In addition, you should get any other federal, state or local permits before you go ahead with your
project including (but not limited to) Sediment and Erosion Control, Coastal Stormwater, Non-Discharge and Water Supply
Watershed regulations. This approval will expire when the accompanying. 404 or CAMA permit expires unless otherwise
specified in the General Certification.
Violations of any condition listed within the General Water Quality Certification herein set forth may result in revocation of
this Certification and may result in criminal and/or civil penalties. This Certification shall become null and void unless the
above conditions are made conditions of the Federal 404 and/or coastal Area Management Act Permit.
This approval is only valid for the purpose and design that you described in your application except as modified below. If
you change your project, you must notify us and you may be required to send us a new application. If the property is sold,
the new owner must be given a copy of this Certification and approval letter and is thereby responsible for complying with
all conditions. If total wetland fills for this project (now or in the future) exceed one acre, compensatory mitigation may be
required as described in 15A NCAC 2H .0506 (h) (6) and (7). This approval shall expire when the corresponding
Nationwide Permit expires or as otherwise provided in the General Certification.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act
within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition, which conforms to
Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh,
N.C. 27611-7447. This certification and its conditions are final and binding unless you ask for a hearing.
If you have any questions regarding this matter, please contact Mr. Todd St. John at [phone].
cc:
Mr. Todd St. John, Wetlands
Rocky Powel, Clear Creek C
Mooresville Regional Office
File
&,i . Klimek, P ector
1317 Knopp Road, Jarrett ille, MD 21084
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
6. bankfull cross-sectional area 280 223.5 274.3637
7. bankfull mean velocity 6.7 ok 7.96 ok
8. bankfull discharge cis 1885 1779
9. bankfull max depth 7.9 1.41 ok 7.9 1.48 ok 9.018374
10. width of floodprone area 200 500 570.7832
11. entrenchment ratio 4.00 C or E 12.2 12.66 C or E
12. meander length 490 210 239.7289
13. ratio of meander length to bankfull width
14. Radius of curvature
120 9.80 ok 5.32
71 5.32 too small?
81.05121
15. Ratio of radius of curvature to bankfull width 2.40 ok 1.8 1.80 too small?
24. Maximum Dod death 11.8 7.9 9.U18374
2.
26. Pool width 56 42.2 48.1741
28. Pod to pool spacing 153.75 normal p-p 73.15 normal p-p 84.U19Z8
29. Ratio of pod to pool spacing to bankfull width 0 3.68 C or E 1.86 too small?
32. Minimum Bench Width
33. Ratio of lowest bank height to bankfull height (or max bankfull depN)
Rural Mountain
Coastal Plain
Design Reach
Coastal Plain
Bkfw Bkfd Sediment Transport Analysis ala Rosgen for D50 >2mm
82.8237724 8.166191588 d50 mm 0.6 mm active channel D50 only
59.61960502 4.979385114 ds50 mm 4.4 mm subsurface D50
76.27792742 3.549143401 Tci 0.473924 dimensionless
Bkfw
356.5571665 653.1497189 56.91034804
58.64775931
Tci 0.473924
Di (largest) it 0.223097
avg bed S ft/ft 0.0028
Dbkf proposed 5.6
mean Dbkf needed 62.30584
Di mm 68 mm
BKF A 280 ft2
wetted perim 65.83919 ft
gRS=Tc 0.743047lb/ft2
diagram Shields pred 50-75 mm
diagram Shields prod Ibs/ft2
average bed slope for reach not just riffle
54.57552
0.664412
69.39897
Variables Proposed Reach Check Results Reference Reach Check Results Range SGS Staticsting Channel
21. Pod slope (normal water surface) 0.001 0.0017
22. Riffle slope 0.007 2.50 too steep? 0.0048 1.85 too steep?
23. Ratin of nanl dnm to averane %lam 0.36 0.66 0.65

August 19, 2003
Mr. John R. Dorney
North Carolina Division of Water Quality
401 Water Quality Certification Program
1650 Mail Service Center
Raleigh, NC 27604-2260 WR MRS/401 G®OVp
? ? 2ua3
Re: Civitan Park Stream Restoration Project Aus
DWQ Project No. 030885 QUAa rft
Dear Mr. Dorney:
This letter was prepared in response to comments received from the Water Quality
Certification Program dated August 7, 2003. This response was prepared after
consultation with Mr. Todd St. John of that office.
1. The Morphological Data Summary Table you requested was provided in the Final
Design Report given to Mr. St. John during our field meeting on July 10, 2003. A
copy of the Table of Contents from that report is highlighted and attached to this
letter.
2. The Stormwater Wetlands Worksheet you requested has been completed and
attached to this letter. In addition, the Design Calculations for the Water Quality
Ponds prepared by Clear Creeks Consulting are provided as supporting
documentation. Please note that the Memorandum of Understanding with the
Clean Water Management Trust Fund attached to this letter covers operation and
maintenance of the ponds.
3. Two (2) copies of the Final Design Report you requested are being forwarded
directly to the North Carolina Wildlife Resources Commission. Three (3)
additional copies of the report are included with this letter.
I hope that this letter addresses your comments. If you have any additional questions feel
free to contact our consultants or me.
Sincerely,
Mr. Keith Huff
C Mr. Todd St. John
Mr. Charles Anderson

Division of Water Quality Storm water Wetlands Worksheet
1. Project Information
Project Name: Salem Creek na, Civitan Park
Contact Person: Rocky Powell Phone Number: (410) 692 -2164
A. General
The design objectives for the two (2) water quality ponds included:
1. Maximize water quality benefits for the space available.
2. Design the facilities with minimal maintenance requirements.
3. Keep construction costs low.
In order to accomplish these objectives the ponds were designed as passive treatment systems that
provide:
L Sedimentation and storage of particulates in forebay and micropool areas.
2. Chelation of metals in the organic substrate.
3. Nutrient uptake by emergent wetland vegetation.
The ponds are designed to have shallow marsh wetland areas that are permanently flooded to a
depth of 0.5 foot and temporarily flooded to a depth of 1.5 feet, fringe marsh areas that are
permanently saturated and temporarily flooded to a depth of 1.0 foot, and forebay and micropool
areas that have a permanent water depth of 1.5 feet and a temporary water depth of 3.0 feet. The
main water control structure for the water quality ponds is a weir outfall constructed with 1)
compacted fill material along the pond embankment, 2) geotextile liner, and 3) riprap protection.
The stone weir controls the permanent and temporary water levels. The pond dewatering control
structure is a six (6) inch PVC pipe extending from the micro-pool through the pond embankment
to an outfall in the pond outfall channel. The upstream end of the PVC pipe will have a threaded
cap that can be removed to allow draining the permanent pool for routine and emergency
maintenance.
B. Water Quality Pond #I (WSSU Parking Lot Area)
Permanent Pool Elevation 754.5 ft.
Temporary Pool Elevation 756 ft.
Permanent Pool Surface Area 7,050 s q. ft.
Drainage Area 2.0 acres
Impervious Area 75%
Foreba Surface Area 2,500 s q. ft.
Permanently Flooded Wetland Surface Area 3,350 s q. ft.
Permanently SaturatedJTemporarily Flooded
Wetland Surface Area 5,600 sq. ft.
Micro pool Surface Area 1,200 s q. ft.
Temporary Pool Volume 22,850 cu. ft.
SA/DA Used 0.14
Diameter of Orifice NA
H. Required Items Checklist for Water Quality Pond #1 (WSSU Parking Lot Area)
KEN Temporary pool controls the 1-inch rain.
K Basin side slopes are no steeper than 3:1.
?tf A planting plan for the marsh areas with plant species and densities is provided.
)eo# Vegetation above the permanent pool elevation is specified.
)M 1"k An emergency drain is provided to drain the basin.
KO if Temporary pool draws down in 2 to 5 days.
KDi+ Sediment storage is provided in the permanent pool.
1CO J# Access is provided for maintenance.
1400 Plan details for the wetland are provided.
KD $E Plan details for the inlet and outlet are provided.
KbJ+ A site specific operation and maintenance agreement, signed and notarized by the
responsible party is provided.
C. Water Quality Pond #2 (Park View Street Area)
Permanent Pool Elevation 754.5 ft.
Temporary Pool Elevation 756 ft.
Permanent Pool Surface Area 7,175 s q. ft.
Drainage Area 24.6 acres
Impervious Area 50%
Foreba Surface Area 1,875 s q. ft.
Permanent) Flooded Wetland Surface Area 4,600 s q. ft.
Permanently Saturated/Temporarily Flooded
Wetland Surface Area 6,800 sq. ft.
Micro pool Surface Area 700 s q. ft.
Temporary Pool Volume 22,520 cu. ft.
SA/DA Used .01
Diameter of Orifice NA
H. Required Items Checklist for Water Quality Pond #2 (Park View Street Area)
1?O Temporary pool controls the 1-inch rain (see Design Calculations).
1cD 14 Basin side slopes are no steeper than 3:1.
Ko 14 A planting plan for the marsh areas with plant species and densities is provided.
1GD 1; Vegetation above the permanent pool elevation is specified.
KD 1; An emergency drain is provided to drain the basin.
14D14 Temporary pool draws down in 2 to 5 days.
Kort Sediment storage is provided in the permanent pool.
"id. Access is provided for maintenance.
td Plan details for the wetland are provided.
Kb ?{ Plan details for the inlet and outlet are provided.
L16 If A site specific operation and maintenance agreement, signed and notarized by the
responsible party is provided.

Design Calculations for Civitan Park Water Quality Pond Areas
1. Water Quality Pond # 1
Required Sediment Storage Volume:
Schueler (1987) developed the Simple Method for estimating pollutant export from urban
watersheds. Storm pollutant export (L, in pounds) can be determined for a given storm event (or
on an annual basis) by solving the following equation:
L = [(P) (Pi) (Rv)/12] (C) (A) (2.72)
Where P = rainfall depth (inches) over the desired interval
Pj = factor that corrects P for storms that produce no runoff
Rv = runoff coefficient, which expresses the fraction of rainfall converted to
runoff - a function of subwatershed percent imperviousness
C = flow-weighted mean concentration of the pollutant in urban runoff (mg/1)
obtained from (NURP) National Urban Runoff Program Study (USEPA, 1983)
A = drainage area of watershed
Conversion factors = 12 and 2.72
Given for Water Quality Pond #2:
P = 44 inches/year for Winston Salem, NC
Pi = .9 (90 percent of rainfall events generate runoff)
RV = .75 (75 percent impervious)
C = flow weighted mean concentrations for urban areas
Sediment = 320 mg/l
A = Drainage Area = 2.0 acres
L = f(44) (.9) (.75) /121 (320) (2.0) (2.72) = 4,308.5 lbs
4,308.5 lbs @ 100 lbs/cu R = 43.08 cu ft of sediment accumulated over 12 months
Volume of storm water to be treated
Land Use by Soil Group:
Impervious (Parking lots, sidewalks, roofs, streets, etc.): Soil Group B 1.5 acres
Open space, lawn (Fair condition): Soil Group B 0.5 acres
Total Area 2.0 acres
Average Curve Number (CN) Calculations
% drainage area x CN
Impervious 75% x 98 = 7350
Open space 25% x 69 =1752
9075
CN = 9075 =-100 = 90.75, using 91
Sediment storage capacity
S = 1000/CN - 10
S =1000/91- 10
S = 10.98 - 10
S = 0.98 inches
Estimated runoff depth
Q*=(P-0.2S)2
(P + 0.8 S)
Q* _ [1.0 - 0.2 (0.98)12
[1.0+ 0.8 (0.98)]
Q* = 0.784 2
(1.76)
Q* = 0.615/1.76 = 0.347 inches
Volume of storm water to be treated
Vs = 3630 Q* A
Vs = 3630 (0.347) (2.0)
Vs = 2,519.2 ft
Water Quality Pond # 1 Storage Volume Data
-Storage Volume Required for 1-inch Rain Provided

Sediment Storage 43.08 3,700 ft'
Storm Water Treatment 2,519.2 ft' 19,150
Total Storage Volume 2,562.28 22,850

2. Water Quality Pond #2
Required Sediment Storage Volume:
Given for Water Quality Pond #2:
P = 44 inches/year for Winston Salem, NC
Pj = .9 (90 percent of rainfall events generate runoff)
Rv =5 (50 percent impervious)
C = flow weighted mean concentrations for urban areas
Sediment = 320 mg/!
A = Drainage Area = 24.6 acres
L = [(44) (.9) (3) /121(320) (24.6) (2.72) = 35,329 lbs
35,329 lbs @ 100 lbs/cu ft = 353 cu ft of sediment accumulated over 12 months
Volume of storm water to be treated:
Land Use by Soil Group:
Impervious (Parking lots, sidewalks, roofs, streets, etc.): Soil Group B 12.3 acres
Open space, lawn (Fair condition): Soil Group B 12.3 acres
Total Area 24.6 acres
Average Curve Number (CN) Calculations
% drainage area x CN
Impervious 50% x 98 = 4900
Open space 50% x 69 = 3450
8350
CN = 8350 + 100 = 83.5, using 85
Sediment storage capacity
S =1000/CN - 10
S =1000/85 -10
S =11.76 -10
S =1.76 inches
Estimated runoff depth
Q*=(P-0.2S)x
(P + 0.8 S)

Q* _ [1.0 - 0.2 (1.76)1`
[1.0+ 0.8 (1.76)]
Q* = 1.4 Z
(3.16)
Q* = 1.96/3.16 = 0.62 inches
Volume of storm water to be treated
Vs = 3630 Q* A
Vs = 3630 (0.62) (24.6)
Vs = 55,357.5 ft
Storage Volume Data:
Storage Volume Required for 1-inch Rain Provided*

Sediment Storage 353 ft' 2,575
Storm Water Treatment 55 004.5 22,520 ft'
Total Storage Volume 55,357.5 25,095 ft'
* Storage volume provided is sufficient to treat the 0.65-inch rain event.
CLEAN WATER MANAGEMENT TRUST FUND
GRANT AGREEMENT
(PROJECT WITHOUT ACCESSORY LAND ACQUISITION)
GRANTEE: City of Winston-Salem GRANT AGREEMENT NO.: 1999B407
FEDERAL I.D. NO.: 56-6000241 PROPERTY/PROJECT LOCATION: Salem Creek
THIS GRANT AGREEMENT (the "Grant Agreement"), is made effective as of the
day of , 2000 by and between THE NORTH CAROLINA CLEAN WATER
MANAGEMENT TRUST FUND, acting through its Board of Trustees solely in its official
capacity pursuant to Article 13A of Chapter 113 of the General Statutes of North Carolina, with an
address of 2313-B Executive Park Circle,' Greenville, NC, 27834 (the "Fund") and City of
Winston-Salem, with an address of PO Box 2511, Winston-Salem, NC 27102 (the "Grantee").
RECITALS
A. The Grantee will use the funds described in Section I hereof for stream restoration
and stormwater Best Management Practices (the "Project") and as further described as the purposes
and scope of work, budget and schedule for completion in Exhibit A attached. hereto.
B. The Fund tentatively approved the Grantee's application at its meeting on March 29,
1999 and is willing to make the grant described hereinabove based on the terms and conditions set
forth in this Grant Agreement.
COVENANTS
NOW, THEREFORE, in consideration of the mutual agreements set forth herein, together
with other good and valuable consideration, the receipt and sufficiency of which are hereby
acknowledged by the patties hereto, the Grantee and the Fund enter into this Grant Agreement in
accordance with article 13A of Chapter 113 of the General Statutes of North Carolina (N.C.G.S. §
113-145.1, et seq.).
SECTION I
The Grant
1.1. Grant. Subject to the terms and conditions of this Grant Agreement, the Fund will
grant the Grantee the sum of up to $985,800 (the "Grant") to finance approved Project costs as
described in Exhibit A attached hereto.
1.2. Grant Purpose. The, purpose of the Grant is to complete the Project. The Grant
funds are to be disbursed according to the provisions of Section III after the conditions precedent in
Section II have been satisfied or waived in writing by the Fund, and subject to all other provisions
of this Grant Agreement.
1.3. Other Uses Prohibited. Grant funds may not be used for any purpose other than
those described in paragraph 1.2.
1.4 Grant Disbursement Period. The Fund's commitment to disburse Grant funds under
this Agreement shall cease on December 31, 2002.
SECTION II
Conditions Precedent for Disbursement of Any Grant Funds
Before any Grant funds are disbursed for the Project, the Grantee shall deliver to the Fund
the following:
2.1. Documents to Be Provided by the Grantee. As a local government Grantee shall
provide the Fund authorization from the governing board or other appropriate authority to perform
the functions and obligations of Grantee set out in this Grant Agreement.
2.2. Matching. Proof of availability and commitment of matching funds, as
required by the Grant approval.
2.3. Initial Certification. Certificate and seal of a North Carolina licensed and
appropriately qualified engineer or architect who is not an employee of the Grantee which attests
that: (1) the Project, as designed and proposed, is a technically sound method for achieving the
intended purposes, and (2) the total costs and itemized budget are reasonable and necessary.
2.4 Final Plans and Specifications. Evidence that the final plans and specifications for
the Project have been approved by the North Carolina Division of Water Quality. These plans and
specifications must also be approved by the Fund.
2.5 Project Sim-Evidence satisfactory to the Fund that Grantee has or will have either a
permanent conservation easement or a conservation easement of at least 30 years on the site of the
Project and all other real property of Grantee essential to the Project, including necessary easements
and rights of way (the site of the Project and the other real property and easements referred to
herein shall be referred to herein collectively as the "Property'), to assure undisturbed use and
possession for the purpose of construction and operation for the estimated life of the Project, and
that such property is satisfactory to the Fund for the Project and is as warranted in Sections 4.4, 4.5
and 4.7 hereof.
2.6. Compliance with Laws. Evidence satisfactory to the Fund that the Project and the
Property and its intended uses are, and will continue to be, in compliance with all applicable laws,
regulations and ordinances, including without limitation, land use, health and environmental
protection laws and zoning laws.
SECTION III
Disbursement of Project Costs.
Winston Salem 996-407 Contract 2 08122/00 2:04 PM
3.1. Reporting. Disbursement of Grant funds for the Project shall be made by quarterly
reimbursement of Grantee's expenditures on the Project as set forth in Exhibit A. To obtain
reimbursement, Grantee shall submit quarterly reports identifying progress toward accomplishing
the Project objectives and containing appropriate itemized documentation to the Executive Director
of the Fund (the "Executive Director") showing all expenses incurred and shall comply with the
provisions of this Section III and other applicable provisions of this Grant Agreement. Where the
Grant funds are to pay only a portion of the entire Project cost, the actual amount of reimbursement
shall have the same ratio to all expenses incurred as the Grant has to the entire Project cost. Grantee
shall identify any sales tax for which reimbursement has been or will be obtained from the State of
North Carolina Department of Revenue, and such monies shall not be reimbursed.
3.2. Certification by Engineer. At the option of the Fund, reimbursements may be made
only on the certificate and seal of a North Carolina licensed engineer or architect, who is not an
employee of the Grantee, that the improvements for which the reimbursement is requested have
been completed in accordance with approved plans and specifications, to which certificate shall be
attached an estimate by the contractor setting forth items to be paid out of the proceeds of each such
reimbursement. The Fund, at its option, may further require a certificate from such engineer or
architect that the portion of the Project completed as of the date of the request for reimbursement
has been completed according to schedule and otherwise as approved by the Fund. and according to
applicable engineering or architectural standards and requirements. However, the Fund may, at its
discretion, make reimbursements without requiring such certificates or contractor's estimate, in
which event the Grantee shall furnish the Fund a list of and the amounts of items to be paid out of
the reimbursement, or such other evidence as the Fund may require.
3.3 Reimbursement Based on Progress. The Grantee agrees to proceed with diligence
to construct the Project according to the schedule set out in Exhibit A and shall show appropriate
progress prior to each reimbursement. Reimbursement may be withheld or delayed if Grantee fails
to make progress on the Project satisfactory to the Fund. Amounts withheld shall be reimbursed
with subsequent reimbursements in the event that Grantee is able to demonstrate an ability to
resume satisfactory progress toward completion of the Project.
3.4 Proof of Payment. The Grantee agrees to pay, as the work progresses, all bills for
labor and materials going into the construction of the Project, and agrees to submit to the Fund all
such receipts, affidavits, canceled checks, or other evidences of payment as may be requested from
time to time, and when and if requested by the Fund to furnish adequate proof of payment of all
indebtedness incurred in the development of the Project.
3.5. Books and Records. The Grantee agrees to maintain and make available at all
reasonable times to the Fund all bid documents, and accurate books and records of all expenditures
for costs applicable to this Grant Agreement, and to submit properly certified billings for such costs
on forms prescribed by the Fund and supported by detailed data sheets which will facilitate the
audit of the Grantee's records.
3.6. Audits. Grantee agrees that the Fund and the State of North Carolina ("State")
have the right to audit the books and records of the Grantee pertaining to this Grant Agreement both
Winston Salem 996-407 Contract 3 08/22/00 2:04 PM
during performance and for thirty-six (36) months after completion or termination of the Project.
The Grantee shall retain complete accounting records, including original invoices, payrolls,
contracts, or other documents clearly showing the nature of all costs incurred under this Grant
Agreement, for that same period of time.
3.7. No Excess Costs. The Fund agrees to reimburse the Grantee only for costs actually
incurred by the Grantee which do not exceed the funds budgeted for the Project in Exhibit A.
3.8. Insurance. The Grantee agrees to keep structures or improvements of any sort
constituting the Project fully insured at all times during construction and to keep fully insured all
building materials at any time located on the Project. Grantee will ensure that contractor(s)
fiunish(es) adequate payment and performance bonds.
3.9. Refunds. The Grantee agrees to refund to the Fund any funds not expended in the
completion of the Project under the terms of this Grant Agreement, including any interest earned on
funds granted pursuant to this Grant Agreement.
3.10 No Liens. Grantee shall take such action, including, without limitation, obtaining
lien waivers, as shall be reasonably necessary to avoid liens against the Property in any way related
to the Project.
SECTION IV
Representations and Warranties
In order to induce the Fund to enter into this Grant Agreement and to make the Grant as
herein provided, the Grantee, after reasonable inquiry, makes: the following representations,
warranties and covenants, which shall remain in effect after the execution and delivery of this Grant
Agreement and any other documents required hereunder, any inspection or examinations at any
time made by or on behmifvf the Fund, and the completion of the Project by the Grantee:
4.1. No Actions. There are no actions, suits, or proceedings pending, or to the
knowledge of the Grantee threatened, against or affecting the Grantee before any court, arbitrator,
or governmental or administrative body or agency which might affect the Grantee's ability to
observe and perform its obligations under this Grant Agreement or complete the Project.
4.2. Validity of Grant Documents. Upon execution and delivery of items required
hereunder, this Grant Agreement and the other documents executed or delivered in connection
herewith and items required hereunder will be valid and binding agreements and enforceable in
accordance with the terms thereof.
4.3. No Untrue Statements. Neither this Grant Agreement nor any information,
certificate, statement, or other document furnished by Grantee in connection with the Grant,
contains any untrue statement of a material fact or omits disclosure of a material fact which affects
the Project, the Property or the ability of the Grantee to perform this Grant Agreement.
Winston Salem 996-407 Contract 4 08122/00 2:04 PM
4.4. Condition of Property. After appropriate inquiry and investigation, the Grantee is
aware of no reason that the Project may not be completed without violating any federal, state or
local environmental or land use laws and regulations.
4.5 Environmental Condition of Property. The Grantee warrants, represents and
covenants to the Fund that to the best of its knowledge after appropriate inquiry and investigation:
(a) the Property is and at all times hereafter will continue to be in full compliance with all federal,
state and local environmental laws and regulations, and (b) as of the date hereof there are no
hazardous materials, substances, wastes or other environmentally regulated substances (including,
without limitation, any materials containing asbestos) located on, in or under the Property or used
in connection therewith, and that there is no environmental condition existing on the Property that
may prohibit or impede use of the Property for the purposes set forth in this Grant Agreement, and
the Grantee will not allow such uses or conditions.
4.6 Access. There is legal public access to the property from a public roadway.
4.7 Title. The Grantee holds an appropriate easement on the Property or holds Property
in fee simple; that there is legal access to the Property and that the Property is free and clear of any
and all encumbrances, except easements of record, none of which would nullify, adversely affect or
limit in any way the terms or effect of the Project.
SECTION V
Affirmative Covenants
5.1. Compliance with Laws. Grantee agrees to perform and maintain the Project in
compliance with all federal, state and local laws and regulations, including, without limitation„
environmental, zoning and other land use laws and regulations.
5.2 Material-Modifications. Any proposed material modification of the Project shall be
subject to approval by the Fund.
5.3. Tax Exempt Status. If the Grantee is a nonprofit corporation, it shall maintain tax-
exempt status under Section 501(c)(3) of the Internal Revenue Code of 1986, as amended (or any
successor section) and the regulations promulgated thereunder (the "Internal Revenue Code") and
shall notify the Fund upon any change in its status under the Internal Revenue Code prior to all
Grant funds being disbursed to Grantee.
5.4. No Mitigation. Grantee shall not use the Property or any portion thereof to satisfy
compensation mitigation requirements under 33 U.S.C. § 1344 or N.C.G.S. 143-214.11.
5.5 Inspections. The Grantee shall permit representatives of the Fund to visit the
Property and any other premises of the Grantee to examine any property purchased with the Grant
funds and to review the activities of the Grantee pursuant to the Grant, including books and records
in any way related to the Grant or the Project.
Winston Salem 996-407 Contract 5 08/22100 2:04 PM
5.6. Retention Operation, Maintenance and Use.
(a) Grantee agrees to complete the Project as approved by the Fund. The
Property descriptions, purpose, schedules, scope of work and budgets set out in Exhibit and
accompanying or related plans, specifications, estimates, procedures and maps submitted to the Fund
by the Grantee are the foundation of this Grant Agreement. Only changes deemed non-material in
type at the discretion of the Executive Director may be made without the consent of the Clean Water
Management Trust Fund Board of Trustees.
(b) Property acquired, developed or improved with grant assistance shall be
retained and used for the purposes identified in Exhibit A and Grantee hereby agrees to file or
record such restrictions as may be required to assure such continued use and such restrictions shall
be in form and substance satisfactory to the Fund. For a period of ten (10) years after Project
completion, Grantee agrees to maintain and manage, at maximum functional utility, the restored
stream channel unless the Fund agrees, in writing, to waive this requirement.
(c) If at some future date, the Fund and the Grantee agree that the Project should
no longer continue on the Property, then Grantee will abandon the Project and allow the Property to
return to its natural state.
(d) Property acquired, developed or improved for public use with Grant
assistance that is open for entry and use by the public shall be open to entry and use equally by all
persons, regardless of race, color, creed, national origin, or residence, subject to reasonable
published rules governing use of the Property consistent with this Grant Agreement.
5.7. Pollution Credits. If the Project enables the Grantee to reduce the discharge of
phosphorus, nitrogen, or any other nutrient or pollutant below, or further below, applicable
regulatory limits ("Pollution Credits"), Grantee shall not sell, trade or give to another person or
entity that percentage zf-any resulting credits achieved by the Project corresponding to the
percentage of the Project costs provided by the Fund.
5.8. Final Report. Grantee shall submit a final report within 90 days of the completion of
the Project. Such final report shall include:
(a) a narrative statement evaluating and summarizing the completed Project,
including a brief description of what objectives the Grantee hoped to accomplish with the Project
and what actually was accomplished;
(b) "Certificate of Completion", and any other documents, reports or other
evidence, including photographs necessary to verify that the Project has been concluded in
compliance with this Grant Agreement; and
(c) a full financial report on the Project, including a final invoice for all Project
related expenditures.
Winston Salem 998-407 Contract 6 08/22/00 2:04 PM
5.9. Si na e. Grantee agrees, at its expense, to post visible signs along boundaries of
the Property, satisfactory to the Fund, that acknowledge participation of the Fund in the Project and
protection of the Property, satisfactory to the Fund, and that the Property will remain in its
protected state.
5.10 Conflicts of Interest. Grantee shall comply with all conflicts of interest laws, rules
and regulations applicable to it in the State.
5.11 Additional Requirements. Grantee shall comply with all legal requirements
applicable to the use of the grant funds.
5.12. Publici . To the extent possible, the Grantee will use its best efforts to
appropriately publicize the project's water quality benefits to the general public, local
government and state representatives, including the role of the Fund in the funding and
development of the project.
5.13 Coordination. Grantee agrees to coordinate restoration activities with the North
Carolina Wetland Restoration Program.
SECTION VI
Events of Default
The happening of any of the following, after the expiration of any applicable cure period
without the cure thereof, shall constitute an event of default ("Event(s) of Default") by the Grantee
of its obligations to the Fund and shall entitle the Fund to exercise all rights and remedies under this
Grant Agreement and as otherwise available at Jaw or equity:
6.1. Property Unsuitable. A determination by the Fund, prior to the disbursement of
Grant funds, that the Property is unsuitable for the purposes for which this Grant Agreement is
made.
6.2. Unsuitable Use. The Property is being used in a manner materially inconsistent
with the purposes of this Grant Agreement or the Project.
6.3. Default in Performance. The default by the Grantee in the observance or
performance of any of the terms, conditions or covenants of this Grant Agreement, including,
without limitation, a failure to satisfy any condition precedent to disbursement or reimbursement
set forth in sections II or III herein; provided, however, that no such default shall occur until the
Grantee has received written notice of said default and thirty (30) days (or a longer length of time
agreeable to the Grantor) to cure have elapsed; provided, further however, that the Grantee shall be
entitled to such notice no more than four times in any calendar year.
6.4. Misrepresentation. If any representation or warranty made by the Grantee in
connection with the Grant or any information, certificate, statement or report heretofore or hereafter
made shall be untrue in any material respect at the time made.
Winston Salem 998-407 Contract 7 08/22/00 2:04 PM
6.5. Eligibility of Grantee. If Grantee ceases to be qualified to receive Grant funds or is
dissolved or other wise ceases to exist.
6.6. Abandonment of the Proiect. If Grantee abandons or otherwise ceases to continue
to make reasonable progress towards completion of the Project.
SECTION VII
The Fund's Rights and Remedies
If an Event of Default shall occur and any applicable cure period has expired, the Fund shall
have the following rights and remedies, all of which are exercisable at the Fund's sole discretion,
and are cumulative, concurrent and independent rights:
7.1. Project Termination. If an Event of Default occurs and any applicable cure period
has expired, the Fund may, at its discretion suspend and/or terminate all obligations of the Fund
hereunder. If, in the judgment of the Fund, such failure was due to no fault of the Grantee, amounts
required to resolve at minimum costs any irrevocable obligations properly incurred by Grantee
shall, in the discretion of the Fund, be eligible for assistance under this Grant Agreement.
7.2. Additional Remedies. If an Event of Default occurs and at the end of any applicable
cure period, the Fund shall have the power and authority, consistent with its statutory authority: (a)
to prevent any impairment of the Project by any acts which may be unlawful or in violation of this
Grant Agreement or any other item or document required hereunder, (b) to obtain title to or
otherwise preserve or protect its interest in the Project and any Property acquired with Grant funds,
(c) to compel specific performance of any of Grantee's obligations under this Grant Agreement, (d)
to obtain return of all Grant Funds and/or (e) to seek damages from any appropriate person or
entity. The Fund, or its designee, may also, at the Fund's sole discretion, continue to complete the
Project, or any portion tM*Mof deemed appropriate by the Fund, and the Grantee shall cooperate in
the completion of the Project. The Fund shall be under no obligation to complete the Project.
7.3. Nonwaiver. No delay, forbearance, waiver, or omission of the Fund to exercise any
right, power or remedy accruing upon any Event of Default shall exhaust or impair any such right,
power or remedy or shall be construed to waive any such Event of Default or to constitute
acquiescence therein. Every right, power and remedy given to the Fund may be exercised from
time to time and as often as may be deemed expedient by the Fund.
SECTION VIII
Miscellaneous
The following conditions shall be applicable to this Grant Agreement:
8.1. Modification. This Grant Agreement may be rescinded, modified or amended only
by written agreement executed by all parties hereto.
Winston Salem 998-407 Contract 8 08/22100 2:04 PM
8.2. Benefit. This Grant Agreement is made and entered into for the sole protection and
benefit of the Fund, the State and the Grantee, and their respective successors and assigns, subject
always to the provisions of Section 8.7 hereof. Except for the State, there shall be no third party
beneficiaries to this Grant Agreement.
8.3. Further Assurance. In connection with and after the disbursement of funds under
this Grant Agreement, upon the reasonable request of the Fund, the Grantee shall execute,
acknowledge and deliver or cause to be delivered all such further documents and assurances, and
comply with any other requests as may be reasonably required by the Fund or otherwise appropriate
to cant' out and effectuate the grant contemplated by this Grant Agreement and the Project.
8.4. Compliance by Others. The Grantee shall be responsible for compliance with the
terms of this Grant Agreement by any political subdivision or public agency to which funds are
transferred pursuant to this Grant Agreement. Failure by such organization to comply shall be
deemed failure by the Grantee to comply with the terms of this Grant Agreement.
8.5. No Discrimination. The Grantee shall assure that no person will be excluded from
participation in, be denied the benefits of, or be subject to discrimination under any program or
activity covered by this Grant Agreement solely on the grounds, race, color, age, religion, sex or
national origin.
8.6. ADA Compliance. The Americans with Disabilities Act 1990 as it may be
amended from time to time, and the rules and regulations promulgated in connection therewith (the
"ADA") makes it unlawful to discriminate in employment against a qualified individual with a
disability and outlaws discrimination against individuals with disabilities in State and local
government services and public accommodations. The Grantee agrees to, and agrees to cause its
principals and subcontractors to comply with, the ADA.
8.7. Assi;;nmerrt The terms hereof shall be binding upon and inure to the benefit of the
successors, assigns, and personal representatives of the parties hereto; provided, however, that the
Grantee may not assign this Grant Agreement or any of its rights, interests, duties or obligations
hereunder or any Grant proceeds or other moneys to be advanced hereunder in whole or in part
without the prior written consent of the Fund, which may be withheld for any reason and that any
such assignment (whether voluntary or by operation of law) without said consent shall be void.
8.8. No Partnership, Joint Venture, or Agency. This Grant Agreement shall not in any
way be interpreted or construed as making the Fund a partner or joint venturer with the Grantee, nor
as making the Grantee agent or representative of the Fund. The Grantee agrees that neither it nor its
agents or employees are or shall be agents or employees of the Fund. In no event shall the Fund be
liable for debts or claims accruing or arising against the Grantee.
8.9. Indemnity. The Grantee agrees, to the fullest extent permitted by law, to release,
defend, protect, indemnify and hold harmless the State, the Fund, its Trustees, employees and
agents against claims, losses, liabilities, damages, and costs, including reasonable attorney fees,
which result from or arise out of. (I) damages or injuries to persons or property caused by the
Winston Salem 996-407 Contract 9 08122100 2:04 PM
negligent acts or omissions of Grantee, its employees, or agents in use or management of the
Property; or (II) use or presence of any hazardous substance, waste or other regulated material in,
under or on the Property. The obligations under this Section are independent of all other rights or
obligations set forth herein. Thus indemnity shall survive the disbursement of the Grant funds, as
well as any termination of this Grant Agreement.
8.10. Governing Law, Construction and Jurisdiction. This Grant Agreement and the other
Grant Documents and all matters relating thereto shall be governed by and construed and
interpreted in accordance with the laws of the State of North Carolina, notwithstanding the
principles of conflicts of law. The headings and section numbers contained herein are for reference
purposes only. The terms of this Grant Agreement shall be construed according to their plain
meaning, and not strictly construed for or against a party hereto. The Grantee hereby submits to the
jurisdiction of the state and Federal courts located in North Carolina and agrees that the Fund may,
at its option, enforce its rights under the Grant Documents in such courts. The parties hereto intend
this document to be an instrument executed under seal. The Fund and any parry that is an
individual, partnership or limited liability company hereby adopts the word "SEAL" following
his/her signature and the name of the Fund or partnership or limited liability company as his/her/its
legal seal.
8.11. Savings Clause. Invalidation of any one or more of the provisions of this Grant
Agreement, or portion thereof shall in no way affect any of the other provisions hereof and portions
thereof which shall remain in full force and effect.
8.12. Notices. All notices, requests or other communications permitted or required to be
made under this Grant Agreement or the other documents contemplated by this Grant Agreement
shall be in writing, signed by the party giving such notice to the address set forth below, and shall
be deemed given three (3) business days next following the date when deposited in the mail,
postage prepaid, registered or certified mail, return receipt requested, to the other party hereto at the
address indicated below-or-such other addresses as such party may establish in writing to the other
party in the manner provided hereunder for notices:
If to the Fund: Clean Water Management Trust Fund
2313-B Executive Park Circle
Greenville, NC 27834
Attn: Roy Carlton
If to the Grantee: City of Winston-Salem
PO Box 251
Winston-Salem, NC 27102
Crystal Couch
8.13 Additional Remedies. The rights and remedies of the Fund provided hereunder
shall be in addition to, and not in lieu of, all other rights and remedies available to the Fund in
connection with this Grant Agreement.
Winston Salem 996-407 Contract 10 08122100 2:04 PM
8.14 Survivorship. Where any representations, warranties, covenants, indemnities or
other provisions contained in this Grant Agreement by its context or otherwise, evidences the intent
of the parties that such provisions should survive the Closing or any termination of this Grant
Agreement, the provisions shall survive the Closing or any such termination. Without limiting the
generality of the foregoing, the parties specifically acknowledge and agree that the provisions of
Sections III, IV, V, VI, VII, and VIII shall survive the Closing, as well as any termination of this
Grant Agreement.
8.15. Entire Agreement. This Grant Agreement constitutes the entire agreement between
the parties hereto with respect to the subject matter hereof. All recitals, exhibits, schedules and
other attachments hereto are incorporated herein by reference.
IN WITNESS WHEREOF, the undersigned have executed this Grant Agreement under seal
through their duly authorized officers of HE 'ves, to be effective the day and year first above
C/Tya.?
ST: J GRA WE: ' z
1 0 CAR6U N
' o 1,.=y:
i e: [?iTV C?rQC?;nQV '
[SEAL] ........
FUND:
ApproVel as to forrm and legality.
Fits-/? day of,1g;2'" 20e=.
By .??8. - tnrney
NORTH CAROLINA CLEAN WATER
MANAGEMENT TRUST FUND BOARD OF
TRUSTEES (SEAL)
BY:
Joseph M. Hester, Jr., Chairman
This instrument has been preaudited
in the manner required by the Local
Government and Fiscal Control ct.
This 3 day of
20
Budge Direc
Winston Salem 99B-407 Contract 08/22/00 2:04 PM
11
CLEAR CREEKS CONSULTING

1317 Knopp Road
Jarrettsville, Maryland 21084
[phone]
Mr. Keith Huff
City of Winston-Salem
Storm Water Department
P.O. Box 2511
Winston-Salem, NC 27102
Re: Salem Creek - Civitan Park
Stream Restoration
Dear Mr. Huff:
July 20, 2003
I prepared this letter in response to the comments and request for additional information you
received from the Land Quality Section dated July 16, 2003. This response was prepared after
consultation with Mr. Steve Booe of that office.
Item #2 - Is rye grass or rye grain going to be used? Recommend using rye grain.
The Contractor has been directed to use rye grain. See clarification to Section 16 - Seeding and
Mulching.
Item # 3 - Provide temporary seeding specifications for all seasons.
It is intended that construction of this project will be completed during October - December
2003.. Grass seed appropriate for site stabilization during Fall/Winter was one criterion that
determined the seed specifications included in the. Construction Specifications document. If the
project is delayed and construction occurs during the warmer months, brown millet at 40 lbs/acre
would be substituted for the rye (grain) at 60 lbs/acre specified in the Construction Specification
documents.
Item #4 - Provide the liquid binder rates for mulching
When liquid binders are used, they shall be applied at a uniform rate as provided for in the
manufacturer's directions. The Contractor shall provide the Contracting Officer with a copy of
the manufacturer's literature prior to the use of any liquid binder. This information will be
forwarded to the Land Quality Section.
Page 2
Mr. Keith Huff
July 20, 2003
Item #5 - If Salem Creek is not going to be pumped around then additional sediment and erosion
control measures will be required.
The following additional measures have been included in the Construction Specifications;
sequence of construction, and construction plans to address Land Quality's conditions relative to
waiving the dewatering of Salem Creek:
Sequencing; Channel Excavation/Construction
1. Excavation of the new channel in areas of fastland will be conducted in the dry.
2. Backfilling of the old channel and diversion of flow into the new channel shall be
accomplished by placing rock sills and shot rock base into open water areas.
3. The rock sills utilized to construct riffles shall be placed at the upstream end of the new
channel to function as a weir that prevents premature diversion of streamflow into the new
channel.
4: A shot rock base shall be placed along the proposed edge of water starting from upstream and
moving downstream. It is intended that placement of the shot rock base will gradually seal
off the old channel, forcing streamflow over the rock sill and into the new channel.
5. After the shot rock base has been placed and the flow diverted into the new channel, the
Contractor shall place soil on the shot rock base to create the new banks and complete the
seal off of the old channel. Soil to create the new banks will be placed on the. shot rock base
in lifts until the desired bank elevation has been obtained.
6. The Contractor shall access stream banks from the same side of the channel as the bank on
which excavation or grading is taking place.
Additional Measures
1. The Contractor shall be responsible for providing temporary stabilization of all graded stream
banks on a daily basis. Immediately after the completion of final grading erosion control
blankets shall be installed on all graded stream banks.
2. Silt fence will be installed if material is temporarily stockpiled on-site. This material may
include soil excavated from the graded stream banks. All surplus material would be hauled to
one or both of the City's landfills prior to the completion of the project. Potential stockpile
sites were identified on the Erosion and Sedimentation Control Plans.
Page 3
Mr. Keith Huff
July 20, 2003
Item #6 - Stabilize all streamside areas daily if the stream is flowing through the area. For pump
around areas, all streamside areas must be stabilized before flow is let back into the channel. .
The first comment is covered in the revisions to the Construction Specifications as noted above in
Item #5. The second comment was already addressed in the original sequence of construction for
the tributaries, floodplain wetlands, and water quality ponds.
Item #7 - Provide adequate sediment and erosion control below staging and stockpile areas.
Silt fence will be installed if material is temporarily stockpiled on-site. All streamside areas
including temporary staging areas will be stabilized daily as indicated above. Potential,stockpile
and staging sites were identified on the Erosion and Sedimentation Control Plans.
Item # 8 - Provide design calculations for temporary sediment traps, channels and swales, etc.
The design criteria/calculations for the restoration of Salem Creek and the tributaries were
included in the Final Design Report. Design calculations for the Park View Street WQ Pond
storm swales (inlet and outlet) are attached. Design calculations for the sediment basins in the
floodplain wetland and water quality pond areas are also attached. Stabilization of storm drain
outfalls will include placement of graded stone (i.e., 12 -18 inches diameter) along the outfall
channels from the end of the existing storm drain pipes to the edge of water. The Contractor has
been directed that stabilization of all outfall channels should be completed in accordance with
specifications outlined in Section 6.15 = Surface Stabilization: Riprap and Section 6.41- Outlet
Protection: Outlet Stabilization Structure of the North Carolina Erosion and Sediment Control
Design Manual.
Item #9 - Provide stabilization below all relocated pipes and disturbed drainageways.
This comment wasalready addressed in the original Construction Specification documents (see
response to Item #8 regarding stabilization of outfall channels).
Item "# 10 - Provide details and specifications for all channel liners/matting.
The Construction Specifications document does not limit the contractor to a specific product.
However, we have provided guidance by indicating the type of erosion control blankets, channel
liners, etc. we would find acceptable for this project. The following was included in the
Specifications document:
"Any erosion control blankets utilized shall be composed of organic geotextile fabric with
biodegradable or photodegradable netting. Approved erosion control blankets include Bon Terra
C2 Erosion Control Blankets, American Excelsior Curlex Blankets, or an approved equivalent."
"Any channel liner utilized shall be composed of a geotextile liner made of woven or non-woven
monofilament yarns that meets the following requirements - thickness 20 - 60 mils, grab strength
90 -120 lbs, conforms to ASTM D-1682 or ASTM D-177 and has an EOS no larger than U. S.
Standard Sieve no. 70 (0.21 mm) and a total open area of filter not exceeding 10%."
Page 4
Mr. Keith Huff
July 20, 2003
In addition, I have attached the details and specifications provided by North American Green and
Bon Terra America for your review.
Item # 11 - Show the location of all construction entrances.
All construction entrances including external (i.e., ingress and egress to public roads), as well as
internal access points are shown on the sediment and erosion control plans. Section 4 - Pollution
Control, of the Construction specifications document directs the Contractor to provide stabilized
construction entrances at all external access points - "This work shall consist of installing a
stabilized construction entrance at all points of ingress and egress from public roads."
Item #12 - Show all sediment and erosion control measures below work to be done in Phase 2.
The construction plans have been revised to incorporate the measures recommended by Land
Quality.
Item # 13 - The sediment and erosion control plan states that the thalwegs will be excavated in the
existing channel. This work must be done, in the dry.
The changes to the existing channel profile referred to in the sediment and erosion control plan
include placement of rock sills to create coarse riffles and excavation of the streambed necessary
to construct the rock vanes in the meanders and the cross vane at the sewer crossing. If Land
Quality requires that this work be completed in the dry Salem Creek will have to be dewatered
with a pumped diversion.
Item #14 - All clear water pump arounds must empty below the lower dike in the pump around
onto a stable surface. An erosion control device, which has been designed, must be placed at the
lower end of the work area.
All clear water pump arounds will empty onto a stable surface. The sediment and erosion control
plans and details have been revised to include installation of in-stream dikes at the downstream
end of all tributary channels (i.e., Stadium Branch, the University gully channel, and the unnamed
tributary adjacent to Vargrave Street) where backfilling operations will occur. All work on the
relocated channels/storm swales will occur in the dry. The in-stream stone dikes and pump
diversions will be installed and functioning during the new channel tie-in and backfilling of the
existing channel. The in-stream stone dikes and pump diversions will remain in place until all
disturbed areas upstream have been stabilized or the channel in the location of the structure is
backfilled. Given the length of channel associated with these tie-in and backfilling operations it
is anticipated that the longest period these measures will be in place for a given tributary channel
is 2 - 3 days.
Item # 15 - The construction entrance, where trucks will be leaving as they remove the debris
landfill, must be a minimum 100 feet in length.
The Contractor will be directed to ensure that those trucks exit via the southern (upper)
construction access along Stadium Drive.
Page 5
Mr. Keith Huff
July 20, 2003
Item # 16 - All sediment and erosion control devices must meet the standards in the North
Carolina Erosion and Sediment Control Design Manual.
The Maryland sediment and erosion plates included in the original submittal have been replaced
with sediment and erosion plates that meet North Carolina standards and specifications.
I hope that this response addresses Land Quality's comments and request for additional
information. Please feel free to contact me if they have any questions or need additional
information.
Sincerely,
IT
Rocky O. Powell
Principal
C w/o attachments Mr. Charles Anderson
Method 1 - Design Calculations for Temporary Sediment Basins in Water Quality Pond Areas
Given:
Site Data:
Drainage Area
Off-site drainage area = 0.35 acres
On-site drainage area = 1.25 acres
Total drainage area = 1.60 acres
Disturbed area = 0.57 acres
SCS Curve Number
Wooded (fair) B soils 22% x 66 = 1452
Newly graded B soils 78% x 89 = 6942
Average CN 8394 _ 100 = 84
Area available for basin = 0.57 acres
Storm Data:
2-yr, 24-hr rainfall depth = 3.5 inches
Volume of sediment to be stored:
Vc = 18TA °.84
Vc = 18 (30) (1.25) 0.84
Vc = 18 (30) (1.21)
Vc = 653.4 ft3
Volume of storm water to be treated:
Soil storage capacity
S = 1000/CN -10
S = 1000/84 - 10
S=11.9-10
S = 1.9 inches
Estimated runoff depth
Q*=(P-0.2 S)2
(P + 0.8 S)
Q*=L3.5-0.2 1.9)]2
[3.5+ 0.8 (1.9)]
Q* = (3.5 - 0.38) 2
(3.5+1.52)
Q* = 9.73/5.02 = 1.94 inches
Volume of storm water to be treated
Vs = 3630 Q* A
Vs = 3630 (1.94) (1.6)
Vs = 11,267.5 ft
Storage Volume Data:
Storage Volume Required Provided

Sediment Storage 653.4 ft 2,875 ft
Storm Water Treatment 11,267.5 ft' 21,954 ft
Total Storage Volume 11,920.9 ft 24,829
Method 1 - Design Calculations for Temporary Sediment Basins in Floodplain Wetland Area
Given:
Site Data:
Drainage Area
Off-site drainage area = 5.6 acres
On-site drainage area = 7.3 acres
Total drainage area = 12.9 acres
Disturbed area = 7.3 acres
SCS Curve Number
Open space B soils
Newly graded B soils
Average CN
43.3% x 69 = 2994.6
56.6% x 89 = 5037.4
8032.0 _ 100 = 80.32
Area available for basin = 2 acres
Storm Data:
2-yr, 24-hr rainfall depth = 3.5 inches
Volume of sediment to be stored:
Vc = 18TA °-&3
Vc = 18 (30) (7.3) 0-84
Vc =18 (30) (5.3)
Vc = 2,868 ft
Volume of storm water to be treated:
Soil storage capacity
S = 1000/CN -10
S = 1000/80 -10
S = 12.5 -10
S = 2.5 inches
Estimated runoff depth
Q*=(P-0.2S)2
(P + 0.8 S)
Q* _ [3.5 - 0.2 (2.5)1 2
[3.5+ 0.8 (2.5)]
Q*=(3.5-0.5)2
(3.5+2)
Q* = 9.0/5.5 = 1.64 inches
Volume of storm water to be treated
Vs = 3630 Q* A
Vs = 3630 (1.64) (12.9)
Vs = 76,796 W
Storage Volume Data:
Storage Volume Required Provided

Sediment Storage 2,868 15,400 ft
Storm Water Treatment 76,796 ft 77,800 ft
Total Storage Volume 79,664 ft 93,200
Design Calculations for Park View Street Storm Swales
1. Peak Discharge Estimates (SCS Peak Discharge Method)
Solving for Peak rate of runoff for the 10-year frequency, 24-hr storm - Qp 10, 24
Given:
Location: Winston-Salem, NC
Land Use by Soil Group:
Impervious (Parking lots, sidewalks, roofs, streets, etc.): Soil Group B
Open space, lawn (Fair condition): Soil Group B
Total Area
12.3 acres
12.3 acres
24.6 acres
Area Watershed Slope: 10%
Ratio of drainage area to ponded area (1-acre depression near center of watershed, plus
1-acre water quality pond at downstream end of watershed) 12:1
Hydraulic Length: 1600 ft
75% of hydraulic length modified
50% impervious
Calculations:
1) Average Curve Number (CN)
% drainage area x CN
Impervious 50% x 98 = 4900
Open space 50% x 69 = 3450
8350
CN = 8350 = 100 = 83.5, using 85
2) Runoff Depth
a. Rainfall amount for 10-yr, 24-hr storm, Greensboro, NC = 5.1 inches
b. Runoff depth = 3.37 inches
3) Peak runoff rate with adjustment for watershed shape
a. Equivalent drainage area = 30 acres
b. Q1 = 30 cfs/inch x 3.37 inches= 101 cfs
c. Q2 = 101 x 24.6/30 = 82.8 cfs
4) Peak discharge rate adjusted for percent impervious area and percent hydraulic length
modified
a. Impervious factor = 1.24 (50% impervious)
b. Hydraulic length modification factor = 1.48 (80% modified)
c. Q3 = 82.8 x 1.24 x 1.48 = 151.95 cfs
5) Peak discharge rate adjusted for average watershed slope
a. Slope factor =.92 (10% average slope)
b. Q4 = 151.95 x .92 = 139.8 cfs
6) Peak discharge adjusted for surface ponding
a. Ponding factor= .65 (15:1, throughout watershed, 10-yr)
b. Qp 10,24 = 139.8 x.65 = 90.9 cfs
2. Channel Hydraulics Calculations
Given:
Channel Design Characteristics:
Shape - Trapezoidal channel
Bottom width = 5.0 ft
Side Slopes = 4:1
Channel gradient = 0.5%
Manning's n = 0.025 (medium effect - grass/weeds)
Peak Discharge:
Qp 10,24 = 90.9 cfs
Calculations:
Channel Flow Characteristics:
Cross Sectional Area = 20.6 ft2
Depth. = 1.7 ft
Depth,= 1.1 ft
Width = 18.8 ft
Hydraulic radius = 1.1 ft
Flow Hydraulics:
Velocity = 4.4 ft/sec
Shear stress = 0.33 lbs/ft2
Shear velocity = 0.41 ft/sec
Froude number = 0.55 (subcritical flow)
Unit stream power = 1.502 lbs/ft/sec
Threshold grain size = 19.6 mm (3/4 inch)
3. Maximum Allowable Design Velocity/Shear Stress Determination
Given:
Channel Slope - 0.5%
Soil Characteristics - easily erodible, non-plastic sands and silts
Proposed Channel Lining - geotextile matting (North American Green C 125BN or S75 or
equivalent) and grass (tall fescue(bluegrass mix)
Calculated Velocity Qp 10,24 = 4.4 ft/sec
Calculated Shear Stress Qp 10,24 = 0.41 lbs/ft2
Maximum Allowable DesigLi Velocity/Shear Stress:
Stage 1 - (Immediately after construction - geotextile lining only) = 1.55 - 2.25 lbs/ft2
(North American Green specs for types of synthetic matting proposed)
Stage 2 - (tall fescue/bluegrass cover) = 4.5 ft/sec (Table 805a, NC Erosion
and Sediment Control Planning and Design Manual)
Run Park View Street Storm Swale -10yr, 24 hr storm
0
-2
-4
c -6
0
as -8
15-
-10
-12
-14
Width from River Left to Right (ft)
section: I
Run
Park View Street Storm Swale - 10yr, 24 hr storm
Salem Creek
description:
height of instrument (ft)
omit distance FS FS F
S' W fpa channel Manning's
pt. (ft) (ft) elevation bankfull =
? (ft) slope (%) "n"
-10 57
-10 -10.27 -8.79
=] S -12
notes

- -fin. -' eat -12
0 77 ;a -10
10

dimensions
20.6 x-section area 1.1 d mean
18.8 width 19.3 wetP
1.7 d max 1.1 h yd radi
3.2 bank ht 17.2 w/d ratio
100.0 W flood prone area 5.3 ent ratio
hydraulics
7CF 4.4 velocity (ft/sec)
90.7 discharge rate, Q (cfs)
0.33 shear stress ((Ibs/ft sq)
0.41 shear velocity (ft/sec)
1.502 unit stream power (lbs/ftfsec)
0.55 Froude number
10.6 friction factor utu*
I efl 19.6 threshold grain size (mm)
BonTerrais a trusted name throughout the world
for,_qualify'erosion control-products made from straw,
coir fiber, and synthetic fibers. We know that
permanent, erosion control is best achieved with
permanent vegetation. Nature's way is to heal erosion
through the establishment of living matter, much in
the way wounds of other organisms are healed through
biological processes. BonTerra Erosion Control
Blankets provide protection from erosion and stimulate
healing through rapid growth of-vegetation.
Not all erosion is the same. Soil type, length of
slope, moisture availability, fertility, and degree of
slope are only afewof the variables to consider when
planning erosion prevention and remediation measures.
Performance parameters are the best indicators,q
whether or not an erosion control product will work
ona specificjob site. Choosing an erosion control
product according to its performance capabilities
rather than by its components, thickness, and tit"eight,
is a best management practice (BMP).
S'
Effectively control these tough situations......,
e Rainfall: Absorb and dissipate energy released by falling
rain. Protect fertilizer and soil while keeping seeds in place.
e Runoff Water: Reduce the velocity of runoff water. The
three dimension blanket matrix provides a pad for surface
movement of runoff with minimum disturbance under the blan-
ket while absorbing moisture for release to the soil after the
runoff event.
• Drought Conditions: Moderate soil temperature, conserve
moisture in the soil to nurture vegetative cover.
• Poor Soil Fertility: Keep fertilizer and soil enhancements
in place and available for rapid plant growth Promote devel-
opment of sod and contribute to good soil health through de-
composing mulch.
e Wind Erosion: Blankets are sewn and stay in place during
intermittent windy conditions.
Preseeded blankets are available in S2`C2, CS2, CP2, SFB
and SFB 12.
For use as a permanent erosion control
blanket on slopes, in high velocity channels
and as a shoreliner on lakes, lagoons, and
reservoirs with fluctuating pool levels. 100%
synthetic fibers, 10-oz/SY, long lasting UV
stabilized netting on both sides.
(also available: 8 oz/sy SFB8. Please call for specs)
C2
For use as a channel liner with high velocity
intermittent flows. Center runs on grassed
waterways, drainage ditch lining, stream
bank rehabilitation. Also used as an erosion
control blanket on extreme slopes and very
harsh sites. 100% natural coir (coconut)
fiber, long lasting UV stabilized
photodegradable netting on both sides.
Mass/UnitArea:10ozJSYmin
Thickness:.30 in. Mass/UnitArea: 8 ozJSYmin
Tensile Strength: 226x144 lb.ft. Thickness:.25
Elongation: 341/642% Tensile Strength: 230A 38 lb.ft.
Flexibility: 19910x15600 (mg-cm) Elongation: 320/ox22%
Flow Velocity: 20 fps Flexibility: 6260x16790 (mg-cm)
Permissible Shear Stress: 5.5 Ibs/sq.ft. Flow Velocity: 15 tps
Porosity: 95% (calculated) Permissible Shear Stress: 3 Ibs/sq.ft.
Manning's N-Value: 0.0243 Manning's N-Value: 0.0183
UVI Stability: 90% Size: 7.5 ft x 90 ft = 75 SY
Size:7.5 ft x 90 ft = 75 SY "C° Factor. 0.003
"C" Factor. 0.003
Performance Guarantee
BonTerra America, Inc. hereby warrants the performance of its product sold hereunder for a period of forty-five (45);
days after installation, provided the BonTerra productused.in the application was'.designed and specified by a qualified .
engineer: using the BonTerra selection guide and published performance parameters of BonTerra products. Seedbed
preparation and product installation must be in accordance.with BonTerra installation instructions. All claims under
this warranty must be made within ten (10) days- after the failure has occurred and must be approved by BonTerra.
Failure is exclusively defined as excessive soil loss from a slope or channel.

11NORTH AMERICAN GREEN Product Application Matrix: Temporary Erosion Control Blankets
Temporary Composition Roll Dimensions Mass Per Unit Area Permissible Maximum Flow Suggested Performance
Product Name Width x Length ASTM D5261-92 Shear Stress Velocity Application Testing
(functional longevity) feet oz/yd' Ibs/ft' feeUsecond Information
(meters) (kg/ml (Pascals) (meters/second)
1 photodegradable
S75` net on topside 6.67 x 108 8 Bare Soil/ 1.55 5 4:1-2:1 slopes Texas Transportation Institute`
straw fiber matrix (2.03 x 32.92) (0.27) (74.40) (1.55) low flow channels Utah State University
(10 months)
1 photo accelerated

DS75 photodegradable net
on topside 6.67 x 108 8 Bare Soil/ 1.55 5 4:1-2:1 slopes
S75 Performance Equivalent
straw fiber matrix 2.03 x 32.92
( ) (0.27) (74.40) (1.55) low flow channels
(45-60 days)
1 woven biodegradable

S75 BN natural organic fiber
net on topside 6.67 x 108 9.28 Bare Soil/ 1.55

. 5
55)
(1 4:1-2:1 slopes
fl
l
h
l Utah State University
T
T
i
'
straw fiber matrix (2.03 x 32.92) (0.31) 74.40
(74.40)
) . ow
ow c
anne
s exas
ransportat
on Institute
(10 months)

S150 2 photodegradable nets
straw fiber matrix
6.67 x 108
8
Bare Soil/ 1.65
6
3:1-1.5:1 slopes
Texas Transportation Institute'
(10 months) (2.03 x 32.92) (0.27) (79.20) (1.86) moderate flow channels Utah State University
2 photo-accelerated
DS150 photodegradable nets
straw fiber matrix 6.67 x 108
(2.03 x 32.92) 8
(0.27) Bare Soil/ 1.65
(79.20) 6
(1.86) 3:1-1.5:1 slopes
moderate flow channels
S150 Performance Equivalent
(45-60 days)
2 woven biodegradable

S150 BN natural organic fiber
nets
.6
10.7
Bare Soil/ 1.65
.
3:1-1.5:1 slopes Utah State University
Mountain Plains Consortium'
straw fiber matrix x 3292
( ) (0.36) 79.20)
(79.20) 86
(1) moderate flow channels Texas Transportation Institute'
(10 months)
1 photodegradable
UV stabilized top net

SC150 1 photodegradable
bottom net
6.67 x 108
8
Bare Soil/ 1.80
8
2:1-1:1 slopes
Texas Transportation Institute
30% coconut/70% straw (2.03 x 32.92) (0.27) (86.40) (2.48) medium high flow channels Utah State University
fiber matrix
(24 months)
2 woven biodegradable

SC150 BN natural organic fiber
o nets a
30 /o coconut/70/o straw
6.67 x 108
(2.03 x 32.92)
10.7
(0.36)
Bare Soil/ 1.80
(86.40) g

(2.48)
2:1-1:1 slopes

medium high flow channels Utah State University
Mountain Plains Consorium'

*
fiber matrix University of Hawaii
(18 months)

C125 2 photodegradable
UV stabilized nets
6.67 x 108
8
Bare Soil/ 2.25
10
1:1 and steeper slopes Utah State University
Drexel University'
coconut fiber matrix
(36 months) (2.03 x 32.92) (0.27) (108) (3.10) high flow channels University of Hawaii*
2 woven biodegradable

G125 BN natural organic fiber
nets 6.67 x 108
03 x 32
92
(2 10.7
(0
36) Bare Soil/ 2.25
108 10 1:1 and steeper slopes
Utah State University
coconut fiber matrix .
)
. . (
) (3.10) high flow channels
(24 months)
flLE COPY
Division of Water Quality
401 Wetlands Unit
Attention: Todd St. John
1650 Mail Service Center
Raleigh, NC 27699-1650
0
Winston-Salem
Public Works Department
Streets Division
City of Winston-Salem
P.O. Box 2511
Winton-Salem, NC 27102
Tel [phone]
Fax [phone]
Re: Permit review application submittal for the Civitan Park Stream Restoration Project.
Dear Mr. St. John, 0-8 0
The City of Winston-Salem respectfully submits the following information for review,
regarding the Civitan Park stream restoration project. Enclosed documents include:
404/401 Pre-Construction notification form and six copies of the Civitan Park
construction designs (One copy of the plans where distributed to the representative of
each Permitting Agency at the Civitan Park site visit on 7/10/2003). Also enclosed is a
check for $475.00 for review fees.
If you have any questions or need additional information, feel free to give me a call.
Sincerely,
Keith Huff
&MMOS/401
ATMQU TAG 'c?
Assistant Streets Director
City of Winston-Salem Stormwater Department
336-747-6962
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Office Use Only: Form Version February 2002
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter 'Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing *'/I 'r
1. Check all of the approval(s) requested for this project: QP?
® Section 404 Permit
NSA Section 10 Permit
® 401 Water Quality Certification
N/A Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: NWP-27
3. If this notification is solely a courtesy copy because written approval for the 401 Certification is
not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
H. Applicant Information
1. Owner/Applicant Information
Name: City of Winston-Salem, NC
Mailing Address: Storm Water Department
P.O. Box 2511
Winston-Salem, NC 27102-2511
Attn: Mr. Keith Huff
Telephone Number: [phone] Fax Number: [phone]
E-mail Address:
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be attached
if the Agent has signatory authority for the owner/applicant.)
Name: Mr. Keith Huff
Company Affiliation: City of Winston-Salem, NC
Mailing Address: Storm Water Department
P.O. Box 2511
Winston-Salem. NC 27102-2511
Telephone Number: [phone] Fax Number: [phone]
E-mail Address:
Page 1 of 10
III. Project Information
Attach a vicinity map clearly showing the lwation of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Salem Creek - Civitan Park Stream Restoration
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): N/A
4. Location
County: For oh Nearest Town: Winston-Salem
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.): From NC Route 52N exit onto
Stadium Drive, go east to intersection of Stadium Drive and Martin Luther King Drive, turn
right on MLK Drive, go south to Diggs Blvd. Turn right on Diggs Blvd. Enter parking lot at
athletic fields on west side of Diggs Blvd.
5. Site coordinates, if available (UTM or Lat/Long): N 36° 05.11.79', W80° 13.25.07'
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct water body.)
6. Describe the existing land use or condition of the site at the time of this application: _
City parkland i.e., ball fields and hike bike trai) and Duke Power distribution and
transmission towers are on the south side of stream. Winston Salem State University
Administration Building and parking lots are on the north side of the stream.
7. Property size (acres): 48 acres
8. Nearest body of water (stream/river/sound/ocean/lake): Salem Creek tributary to Muddy
Creek, downstream of Salem Lake.
9. River Basin: Yadkin-Pee Dee River Basin
Page 2 of 10
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.ne.us/admin/mapss/.)
10. Describe the purpose of the proposed work: Restore habitat and reduce sediment loadin s to
Salem Creek and Muddy Creek by restoring stable channel geometM grading and stabilizing
eroding banks with native wood vegetation. Reduce pollutant loadings to Salem Creek and
restore riparian habitat by restoring/creating floodplain wetland systems, constructing
wetland/water quality ponds, and establishing a riparian forest and native meadow buffer.
11. List the type of equipment to be used to construct the project: Tracked-excavator with
hydraulic thumb, front-end loader, dump truck.
12. Describe the land use in the vicinity of this project: er?/parkland, Winston-Salem State
University, Bowman Gray Memorial Stadium, and surrounding residential/commercial
development.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
A pre-application meeting was held on-site April 4, 2002 to present the project to the permitting
agencies. The following persons were in attendance: Mr. John Thomas, USACOE; Ms. Cindy
Karoly; NCDWQ, Ms. Crystal Couch and Mr. Keith Huff, City of Winston-Salem; Mr. Charles
Anderson, Pilot View, Inc.; and Mr. Rocky Powell, Clear Creeks Consulting.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application. None
anticipated.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
Page 3 of 10
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a brief written description of the proposed impacts: Temporary impacts include:
1) removal of existing vegetation on upper point bars to allow grading and sloping of the
streambanks and construction of floodprone area, and 2) dewatering and diversion of the
baseflow to allow work to proceed in the dry. Permanent impacts include: 1) excavation of
the streambed to establish a new channel profile (pools and riffles), 2) placement of fill - a)
to construct point bars and toe benches (inner berms) along the toe of banks to narrow and
deepen the baseflow channel, improve sediment transport capacity and protect the banks
from scour, b) to construct a cross vane upstream of sewer crossing to divert flow to the
center of the channel and away from the stream banks, and c) to construct rock vanes at key
points along the channel to deflect flows away from the banks and toward the center of the
channel: and 3) placement of fill in old stream channels and gully to create point bars,
floodplain and wetland/water quality ponds.
2. Individually list wetland impacts below:
Wetland Impact Area of Located within Distance to
Site Number Type of 100-yea Nearest Type of Wetland***
(indicate on Impact
acres)
(acres) Fooodplain
** Stream (linear
ma) (yes/no) feet)

Grading - Instream -
Rtverine
W1 Temporary 0.03 Yes lower point (unconsolidated shore)
bars
Mechanical Instrea

W2
Clearing,
0.08
Yes .
upper point
Palustrine - (scrub-
Grading - bars shrub)
Temporary
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at httn://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of all existing wetlands on the property: 0.41 acres
Total area of wetland impact proposed: 0.11 acres (temporary impacts)
Page 4 of 10
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact Length of Average Width Perennial or
Site Number Type of Impact Stream Name** of Stream (feet) Intermittent?
(indicate on Impact* (linear
Before Impact
ma) feet)
S l Fill - 2525 Salem Creek 50-65 bankfull/ Perennial
Permanent 30-55 baseflow
S2 Fill - 1030 Stadium Branch 15 bankfull/ Perennial
Permanent 5 baseflow
S3 Fill - 100 Unnamed Tributary 15 bankfull/ Intermittent
Permanent 5 baseflow

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.uses.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mnquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 3655 feet
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water
Impact
Site Number
(indicate on map)
*
Type of Impact* Area of

Impact
(acres)
Name of Waterbody
(if applicable) Type of Waterbody

(lake, pond, estuary,
sound, bay, ocean, etc.)

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ® uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Page 5 of 10
Construction of two wetland/water qualityponds involves: 1) multi-level excavation to create
plunge pools and freshwater emergent marsh areas: 2) backfill with to soil/organic mixture-,
3) installation of a spillway designed to retain a permanent pool (i.e., 6 inches in the marsh
and 2 feet in the plunge pools), detain runoff from frequent storms (i.e. '/2 inch of runoff)and safely convey all other flows to a stabilized outfall channel and Salem Creek; and 4)
planting with emergent and woody wetland vegetation (i.e., herbaceous, shrubs and trees
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): Storm water retrofit to provide water quality
management of storm water runoff from Winston-Salem State University pro ga.
Size of watershed draining to ponds: Area 1 = 11.56 acres: Area 2 = 5.5 acres
Expected pond surface area: Area 1 = 0.43 acres (18,775 sq ft): Area 2 = 0.24 acres
X10,400 sq ft.)
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The general restoration approach includes reconstructing Reach 1 with a more regular planform,
reconstructing Reach 2 with a meandering channel routed along the left floodplain, and
maintaining Reach 3 with its existing meander geometry but a narrower cross-section. The old
channel in Reach 2 will be backfilled to create a wetland/water quality pond to manage storm
water runoff from the University parking lot. In addition, the rubble landfill in the left floodplain
will be removed and a large wetland system constructed in its place. Stadium Branch will be
rerouted through this wetland as a restored meandering E channel. The Unnamed Tributary will
be restored and routed through the wetland as well, joining Stadium Branch upstream of the trail.
The lower section of the Unnamed tributary will be restored and relocated to provide a more
appropriate confluence with Reach 3 of Salem Creek. The gully adjacent to the University
parking lot will be stabilized and rerouted through a wetland/water quality pond constructed in
the right floodplain joining Salem Creek in the lower section of Reach 3.
The temporarMpacts associated with mechanical clearing are limited to those point bar areas
where grading is essential to establish stable channel eg_ometry. All disturbed areas im ap cted
within the limits of the project will be seeded with native grasses and planted with native trees
and shrubs. All disturbed areas impacted outside the limits of the project will be seeded with
grasses and clover.
The permanent impacts associated with fill will run almost the entire len h of the project. The
majority of the fill placed will involve backfilling of old channels after new channels of been
constructed. Some sections of the existing channels that remain will be reconstructed by raising
Page 6 of 10
the streambed to reconnect the channel to its floodplain and reconstructing narrower cross-
section to improve habitat and sediment transport capacity as channel stable. To narrow the
existing Salem Creek channel toe benches will be constructed along the widest sections of the
channel. In addition, rock vanes and a cross vane will be constructed at key points along the
channel to divert flow away from the stream banks. Avoidance of these impacts would be
inconsistent with many of the objectives of this project including: reconnecting the stream
channels with their floodplain, improving habitat by constructing a narrow and deep baseflow
channel, improving sediment transport capacity, reducing sedimentation, and protecting the
stream banks from scour.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.ne.us/ncwetlands/strrngide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Given the type of project it is not anticipated that mitigation will be required. In fact, the
project itself could be viewed as mitigation for historic impacts to Salem Creek. As a result
of this project 5240 feet of unstable stream channel will be restored, 5.2 acres of wetlands
Page 7 of 10
will be created, 17.5 acres of riparian forest and native meadow buffer will be created and
sediment and nutrient loadings to Salem Creek resulting from eroding banks and upland
storm water runoff will be significantly reduced. In addition, the City will establish a
conservation easement that permanently protects the riparian corridor along this reach of
Salem Creek.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. The
401/Wetlands Unit will notify applicants early in the review process if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at http://h2o.enr.statemc.us/wrp/index.htrn.
If use of the NCWRP is proposed, please check the appropriate box on page three and
provide the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes E] No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Page 8 of 10
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify)?
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* (s uImact are feet) Multiplier Mitig t on
1 3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from the
property. Not an hp .cable.
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Not applicable.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
Page 9 of 10
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 10 of 10
F?
Variables Existing Proposed USGS Station Reference
Channel Reach Reach
Valley slope .004 .004 .0035
Average slope .0028 .0028 .0026
S.
Pool slope .00063-.0019 .001-.0025 .0007-.0029
Spool .001 .0017
Ratio of pool .23-.68 .36-.89 .27-1.12
slope to .4 (.66)
average slope
$ ool/$bkf
Maximum pool 7.4-11.1 11.8 7.6-8.2
depth d ool 9.4 7.9
Ratio of pool 1.6-2.4 1.49 1.49-1.61
depth to (1.8) (1.51)
average
bankfull depth
d ool/dbkf
Riffle slope .0035-.01 .005-.009 .003-.0084
0057 .0048
Ratio of riffle 1.25-3.57 1.79-3.2 1.15-3.23
slope to (2.04) (1.85)
average slope
Pool width 46.8-66.1 56 36.8-44.3
W pool 53.3 42.2
Ratio of pool .87-1.24 1.12 .93-1.12
width to (.998) (1.07)
bankfull width
W ool/Wbkf
Particle size
distribution of
channel
material:
D 16 0.183 mm 0.167 mm
D 35 0.33 mm 0.35 mm
D50 0.6 mm 0.9 mm
D84 12 mm 32 mm
D 95 76 mm 45 mm
Particle size
distribution of
ar material:
D 16 0.34 mm 0.4 mm
D35 2.36 mm 1.13 mm
D50 4.4 mm 4.36 mm
I D 84 18 mm 15.1 mm
D 95 52 mm 25 mm
Largest size at 68 mm 28 mm
toe of bar

Morphological Characteristics of Salem Creek at Civitan Park Reach 2 and Mill
Creek Reference Reach
Variables Existing Proposed USGS Station Reference
Channel Reach Reach
Stream types E4/G4 E4 E4
Drainage area 42.5 42.5 46
mil
Bankfull width 37.7-43.4 50 38.4-41.1
Wbkf 40.3 39.5
Bankfull mean 5.7-6.6 5.6 5.1-5.6
depth dbkf 6.2 5.33
Width/depth 5.7-7.4 8.9 7.0-8.1
ratio Wbkf/dbkf 6.57 7.5
Bankfull cross- 275.8-298 280 202.8-238.8
sectional area (275) (223.5)
flbkf
Bankfull mean 6.85 6.7 7.96
velocity Vbkf
Bankfull 1885 1885 1779
discharge (cfs)
Qbkf
Bankfull 8.0-9.7 7.9 6.9-8.8
maximum (8.8) (7.9)
depth dmax
Width of flood 300 300 500+
prone area
W a
Entrenchment 8 6 12.2
ratio W a/Wbkf
Meander 160-540 480-500 200-220
length Lm 305
Ratio of 3.97-13.4 9.6-10 5.2-5.73
meander (7.6)
length to
bankfull width
Lm/Wbkf
Radius of 95-100 120-160 50-92.5
curvature Rc
Ratio of radius 2.35-2.48 2.4-3.2 1.3-2.4
of curvature to
bankfull width
Rc/Wbkf
Belt Width (Wblt) 70 170 75
Meander width 1.74 3.4 1.95
ratio Wblt/Wbkf
Sinuosity 1.02 1.23 1.35
(stream length/
valley distance)
Variables Existing Proposed USGS Station Reference
Channel Reach Reach
Valley slope .004 .004 .0035
Average slope .0022 .0015 .0026
Ste,
Pool slope .00074-.0014 .00042-.0009 .0007-.0029
(spool) .0011 .0017
Ratio of pool .34-.64 .25-.66 .27-1.12
slope to .5 (•66)
average slope
S ool/Sbkf
Maximum pool 6.7-7.3 11.8 7.6-8.2
depth d ool 7.0 7.9
Ratio of pool 1.01-1.18 1.49 1.49-1.61
depth to (1.1) (1.51)
average
bankfull depth
d ool/dbkf
Riffle slope .0026-.018 .0027-.005 .003-•0084
009 .0048
Ratio of riffle 1.18-8.18 1.79-3.3 1.15-3.23
slope to (4.09) (1.85)
average slope
Pool Width 41.0-44.4 56 36.8-44.3
W ool 42.9 42.2
Ratio of pool 1.12 .93-1.12
width to 1.06 (1.07)
bankfull width
W ool/Wbkf
Particle size
distribution of
channel
material:
D 16 0.288 mm 0.167 mm
D35 0.42 mm 0.35 mm
D50 0.6 mm 0.9 mm
D 84 76 mm 32 mm
D 95 222 mm 45 mm
Particle size
distribution of
bar material:
D 16 0.34 mm 0.4 mm
D35 2.36 mm 1.13 mm
D50 4.4 mm 4.36 mm
D 84 18 mm 15.1 mm
D 95 52 mm 25 mm
Largest size at 68 mm 28 mm
toe of bar
Morphological Characteristics of Salem Creek at Civitan Park Reach 3 and Mill
Creek Reference Reach
Variables Existing Proposed USGS Station Reference
Channel Reach Reach
Stream types E4/C4 E4 E4
Drainage area 42.5 42.5 46
mil
Bankfull width 48.7-59.4 50 38.4-41.1
Wbkf 54.3 39.5
Bankfull mean 5.2 5.6 5.1-5.6
depth dbkf 5.33
Width/depth 10.44 8.9 7.0-8.1
ratio Wbkf/dbkf 7.5
Bankfull cross- 278.5-298 280 202.8-238.8
sectional area (285.7) (223.5)
Abkf
Bankfull mean 6.59 6.7 7.96
velocity Vbkf
Bankfull 1885 1885 1779
discharge (cfs)
Qbkf
Bankfull 8.1 7.9 6.9-8.8
maximum (7.9)
depth dmax
Width of flood 300+ 300+ 500+
prone area
W a
Entrenchment 5.5 6 12.2
ratio Wf a/Wbkf
Meander 330-350 330-350 200-220
length Lm 340
Ratio of 6.07-6.45 6.6-7 5.2-5.73
meander
length to
bankfull width
Lm/Wbkf
Radius of 110 110 50-92.5
curvature Rc
Ratio of radius 2.03 2.2 1.3-2.4
of curvature to
bankfuli width
Rc/Wbkf
Belt width (Wblt) 170 170 75
Meander width 3.13 3.4 1.95
ratio Wblt/Wbkf
Sinuosity 1.21 1.21 1.35
(stream length/
valley distance)
Variables Existing Proposed USGS Station Reference
Channel Reach Reach
Valley slope .004 .004 .0035
Average slope .00072 .0013 .0026
So„g
Pool slope .00037-.00077 .0007-.0029
(spool) .00057 .0017
Ratio of pool .51-1.0 .28-.59 .27-1.12
slope to .79 .44 (.66)
average slope
S ool/Sbkf
Maximum pool 10.4 11.8 7.6-8.2
depth dPool 7.9
Ratio of pool 2 1.49 1.49-1.61
depth to (1.51)
average
bankfull depth
d ol/dbkf
Riffle slope .0012-.007 .0015-.008 .003-.0084
004 .0048
Ratio of riffle 1.09-6.36 1.15-6.46 1.15-3.23
slope to (3.72) (1.85)
average slope
Pool width 48.7-59.4 56 36.8-44.3
W ool 54.1 42.2
Ratio of pool .896-1.09 1.49 .93-1.12
width to (.996) (1.07)
bankfull width
W ool/Wbkf
Particle size
distribution of
channel
material:
D 16 0.181 mm 0.167 mm
D 35 0.27 mm 0.35 mm
D 50 0.3 mm 0.9 mm
D84 1.0 mm 32 mm
D 95 6.0 mm 45 mm
Particle size
distribution of
bar material:
D 16 0.34 mm 0.4 mm
D 35 2.36 mm 1.13 mm
D 50 4.4 mm 4.36 mm
D 84 18 mm 15.1 mm
D 95 52 mm 25 mm
Largest size at 68 mm 28 mm
toe of bar
Morphological Characteristics of Salem Creek at Civitan Park Reach 1 and Mill
Creek Reference Reach
Variables Existing Proposed USGS Station Reference
Channel Reach Reach
Stream types E4/C4 E4 E4
Drainage area 42.5 42.5 46
mil
Bankfull width 47.3-59.5 50 38.4-41.1
Wbkf 53.4 39.5
Bankfull mean 4.6-5.7 5.6 5.1-5.6
depth dbkf 5.15 5.33
Width/depth 8.3-12.9 8.9 7.0-8.1
ratio Wbkf/dbkf 10.6 7.5
Bankfull cross- 269.4-292.4 280 202.8-238.8
sectional area (280.9) (223.5)
Abkf
Bankfull mean 6.7 6.7 7.96
velocity Vbkf
Bankfull 1885 1885 1779
discharge (cfs)
Qbkf
Bankfull 7.7-8.1 7.9 6.9-8.8
maximum (7.9) (7.9)
depth dmax
Width of flood 100-300 200-300 500+
prone area
W a
Entrenchment 2.1-5 4-6 12.2
ratio Wf a/Wbkf
Meander 210-330 480-500 200-220
len th Lm
Ratio of 3.5-5.5 9.6-10 5.2-5.73
meander
length to
bankfull width
Lm/Wbkf
Radius of 38-62 120-160 50-92.5
curvature Rc
Ratio of radius .63-1.04 2.4-3.2 1.3-2.4
of curvature to
bankfull width
Rc/Wbkf
Belt width WbIt 170 170 75
Meander width 2.85 3.4 1.95
ratio Wblt/Wbkf
Sinuosity 1.46 1.31 1.35
(stream length/
valley distance
t

SALEM CREEK - CIVITAN PARK
STREAM RESTORATION
DESIGN REPORT
PREPARED FOR
PILOT VIEW, INC.
AND
THE CITY OF WINSTON-SALEM, NORTH CAROLINA
PREPARED BY
CLEAR CREEKS CONSULTING
JULY 2003
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Table of Contents
Project Background
Technical Report
I. Study Area
II. Scope of Studies
III. Watershed Characterization
A. Physiography and Basin Morphometry
B. Climate
C. Geology, Soils, and Land Use
D. Hydrology
1. Field Calibration of Bankfull Discharge
2. Hydrologic and Hydraulic Studies
E. Study Area Site Conditions
IV. Channel Morphology and Stability Assessment
A. Field Calibration of Bankfull Channel Field Indicators
B. Level II - Morphological Description
C. Level III - Assessment of Stream Condition
D. Findings of Channel Morphology and Stability Assessment
V. Reference Reach
A. Identifying and Surveying a Reference Reach
VI. Design Discharge Estimates
A. Regional Curves
B. SCS TR-20 Hydrologic Model
C. USGS Regression Equations
D. Field Calibration of Bankfull Discharge at
USGS Gaging Stations on Salem Creek
1
2
2
2
2
4
4
5
5
5
9
9
9
10
10
10
14
14
15
15
16
16
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E. Manning's Equation
F. Bankfull Design Discharge Estimates
VII. Shear Stress and Sediment Entrainment Analysis
A. Sediment Sample Collection Procedures
B. Critical Dimensionless Shear Stress Calculation
C. Sediment Entrainment Analysis
D. Calculations for Salem Creek - Civitan Park Project Reaches
VIII. Restoration Approach
A. Salem Creek Reach 1
B. Salem Creek Reach 2
C. Salem Creek Reach 3
D. Stadium Branch and Left Floodplain Area
E. Unnamed Tributary
F. Gully and Right Floodplain Area
Environmental Benefits
Water Quality Benefits
IX. Permitting Issues
A. General
B. Existing Wetland Resources
C. Impacts to Wetlands
D. Wetland Impact Avoidance, Minimization and Compensation
E. Impacts to Forest Resources
F. Impacts to Stream Channel and Aquatic Habitat
G. Impacts to Water Quality
H. Impacts to Floodplain and Drainage Flow Patterns
16
16
17
17
18
19
19
20
20
21
21
22
23
24
24
25
27
27
27
28
28
29
30
30
31

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I. Dust Control
J. Equipment Emissions
References
Appendix
A. Gage Calibration Supporting Documentation
1. Data Summaries
2. Cross-Sections
B. Channel Morphology and Stability Assessment Supporting Documentation
1. Level II Data Summary
2. Level III Data Summary
3. Sediment Samples Summary
4. Photographic Documentation of Existing Conditions
5. Geomorphic Mapping
C. Reference Reach Supporting Documentation
1. Cross-section, Profile, Pebble Counts
2. Photographic Documentation of Existing Conditions
D. Restoration Design Criteria
Morphological Data Summary Table
E. Hydrologic Analysis Supporting Documentation
SCS TR-20 Model
F. Hydrologic/Hydraulic Analysis Supporting Documentation
Information developed by HDR Engineering, Inc.
G. Hydraulic Analysis Supporting Documentation
1. HEC-RAS Model - 100-Year Flow Frequency
Profiles & Cross-sections
2. HEC-RAS Model - Flows between 1 and 2-Year
31
32

PROJECT BACKGROUND
' The City of Winston-Salem, North Carolina is concerned about stream bank erosion, impacts to
water quality, loss of flood storage capacity, damage to public infrastructure, and the loss of
public land along Salem Creek in Central and Civitan Parks.

Salem Creek is part of the Muddy Creek/Yadkin River system. The main sources of drinking
water for residents of the City of Winston-Salem and Forsyth County are the Yadkin River and
Salem Lake. The NC Division of Water Quality recently completed a Water Quality
Management Plan for the Yadkin-Pee Dee River Basin. The study identified Muddy Creek
subwatershed as one of the subbasins having the highest number of impaired stream miles. The
Salem Creek/Middle Fork streams were classified as impaired. The Plan recommended that the
' City of Winston-Salem and Forsyth County take corrective action. Although the Salem Creek
project reaches are downstream of Salem Lake the channel instability problems in these areas do
have an impact on the water quality in the Muddy Creek/Yadkin River system.
The hydrologic regime of Salem Creek watershed has been historically altered by development in
and around the City of Winston-Salem. The channels of Salem Creek and its tributaries have
adjusted in response to the alterations in watershed hydrology by incising (i.e., downcutting),
widening, and eroding laterally. These channel adjustments, in addition to historic channelization
work, maintenance dredging and floodplain fill decreased flood storage/detention capacity and
increased flood conveyance to downstream reaches contributing to flooding problems throughout
the City.
The stream bank erosion and sedimentation problems also represent a long-term maintenance
issue as lateral erosion impact trails, parking lots, recreational facilities, sanitary sewer lines,
culverts, and power lines within the park. In addition to the active recreational facilities in the
parks (e.g., soccer and baseball fields, tennis courts, etc.), the stream is a focal point for various
types of passive recreational activities (e.g., jogging, walking, biking, bird watching, and nature
photography). However, in its current degraded condition it detracts from the aesthetic appeal of
the natural setting the park provides the citizens of this community.
' It is the City of Winston-Salem's intention to correct the stream channel instability problems,
improve water quality, enhance and/or restore natural floodplain characteristics, protect
infrastructure, and reduce the loss of public land by implementing an effective, long-term
' restoration plan for the sections of Salem Creek within the park property.

TECHNICAL REPORT
I. Study Area
The study area for the current project includes the reaches along Salem Creek in Civitan Park
from Martin L. King Drive Bridge downstream approximately 2550 feet to the Vargrave Street
Bridge (Fig. 1).
II. Scope of Studies
Existing data was collected and field studies were conducted to: evaluate the current conditions
along Salem Creek; determine which reaches to restore and the extent of the restoration effort
' required; develop reliable estimates of the design discharge(s) and other design parameters that
guided the preparation of restoration design plans, and satisfy permitting requirements. This
study did not include wetland delineations, identification of significant plant or animal habitat,
archeological or historical studies, or other environmental studies that may be required by local,
state or federal permitting agencies.
' III. Watershed Characterization
Existing information on watershed characteristics and land use was collected, compiled and
reviewed. The data collected included: topographic maps, soils, land use maps, meteorological
data, hydrologic and hydraulic data, and published technical reports.
The following characterization of the Salem Creek watershed was developed from this
information.
A. Physiography and Basin Morphometry
Salem Creek, a tributary of Muddy Creek and the Yadkin River, drains the City of Winston-
Salem, Kernersville and Walkertown. Winston-Salem is located in Forsyth County in the west-
central section of North Carolina. This region is situated along the eastern edge of the Western
Piedmont physiographic province and is characterized by gently rolling to hilly topography.
The Salem Creek watershed area is 42.8 square miles (27,392 acres) at the downstream upstream
end of the Civitan Park project. The basin is nearly square-shaped, about 10.19 miles long by 9.7
miles wide. For purposes of this current study the Salem Creek watershed draining to the project
reaches is divided into three subwatersheds.
' Upper Salem Creek subwatershed, which includes that area draining to Salem Lake, is 26.2
square miles. The Upper Salem Creek subwatershed is characterized by moderately steep
topography with average slope of 8%. The overall slope of the upper mainstem Salem Creek is
approximately 0.5%.
Brushy Fork subwatershed, which includes Brushy Fork Creek, Brushy Fork Branch, and Frazier
Creek, is the major subwatershed below Salem Lake with a drainage area of 12.4 square miles.
The Brushy Fork subwatershed is characterized by relatively steep topography with nearly half
the subwatershed in the 5-10% range. The overall slope of Brushy Fork is 0.5%.
The Lower Salem Creek subwatershed (i.e., from the spillway at Salem Lake to the downstream
end of Civitan Park) is 4.2 square miles at the downstream end of the project. The topography of
1
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l+ .l? :?i'. '1?.1.i -r `? .- i'k:"3?? ?? t; ??'?\??1 '? S ??''a ?..,. m ' 3 ??r
' Fig. 1 Salem Creek at Civitan Park Study Area
0
3
t

the Lower Salem Creek subwatershed is relatively steep with an average slope of approximately
10%. However, the overall slope of the mainstem Salem Creek in this area is only 0.1%.
Most of the valley bottoms throughout the Salem Creek watershed are relatively narrow, confined
by adjacent hillslopes. The few exceptions include areas along lower Kemers Mill Creek and
along Salem Creek upstream and downstream of the Gorge, as well as in Civitan and Central
Parks. Broad floodplains that currently support or historically supported wetland plant
communities characterize these areas.
B. Climate
The climate of North Carolina is determined by its location in the warm temperate zone, but is
modified by three important factors: the proximity of the Atlantic Ocean to the east, the distance
of the state from the prevailing course of cyclonic storms, and the gradual rise in elevation of the
land towards the west to the summit of Mt. Mitchell. Unlike the Coastal Plain, in the Western
Piedmont extremes of temperature become greater, and rainfall is less. Forsyth County
experiences moderate winters and warm summers. Mean annual temperature is 58° F. Mean
monthly temperatures range from 32 to 50°F in January and 68 to 88 in July.

There are no distinct wet and dry seasons. Most of the rainfall during the growing season comes
from summer thunderstorms, but may vary widely from place to place and from season to season.
Winter rainfall results mostly from low-pressure storms moving through the area and is less
variable than summer rainfall. Mean annual precipitation is 44.2 inches, with mean monthly
precipitation varying from a low of 2.8 inches in November to a high of 4.6 inches in July.
Some snow falls every winter, with total amounts ranging from 1 inch to 2 feet. Mean annual
snowfall is 9 inches. Generally, only a few inches accumulate at one time, and such
accumulations usually melt within a few days.
C. Geology, Soils, and Land Use
The Salem Creek watershed is underlain by mica gneiss and mica schist rock formations of the
' Inner Piedmont, Milton Belt. The dominant upland soils weathered from these rocks in the Salem
Creek watershed are Pacolet, Madison, and Cecil loamy soils. These soils are deep, well drained
soils with a loamy surface layer and clayey subsoil. Moderate permeability and moderate to
severe erosion hazard characterize these soils. The dominant floodplain soils along Salem Creek
are of the Chewacla and Wehadkee series. These somewhat poorly to poorly drained soils
formed in loamy alluvial deposits. They have a loamy surface layer and subsoil and are
characterized by low permeability, a moderate to high erosion hazard, and a seasonal high water
table within a depth of 0 to 1.5 feet. Although the Upper Salem Creek subwatershed includes
some small percentage of high-density land uses, the dominant land use is low-density single-
family residential and open or undeveloped land. The dominant land use in the Brushy Fork
subwatershed is low-density single-family residential and undeveloped land with a higher
percentage of high-density land uses concentrated in the Brushy Fork Creek subwatershed. The
Lower Salem Creek subwatershed is a mix of high-density, low-density, and undeveloped land
uses.

t

D. Hydrology
1. Field calibration of bankfull discharge for the Western Piedmont Region of North Carolina.
Utilizing stream gaging data from the U.S. Geological Survey (USGS) and existing
information gathered from on-going regional curve studies in North Carolina (NCSU and
NRCS, 1999; and Wilkerson, et. al., 1998) field calibrations of the bankfull discharge
were conducted at USGS gaging stations in the Salem Creek watershed. The gage sites included
Salem Creek near Atwood (65.6 square miles) and Salem Creek at Winston Salem (51.3 square
miles). This field exercise was critical for developing regional relationships between drainage
area and discharge. It was utilized as one method for developing design discharge(s). The results
of this field exercise are presented in the Design Discharge Estimates Section of this report.
2. Hydrologic and Hydraulic Studies of the Salem Creek Watershed.
a. Hydrologic Analysis
The purpose of the hydrologic study was to establish current hydrology in the Salem Creek
watershed. These flows were utilized in the detailed hydraulic analysis using the U. S. Army
Corps of Engineers HEC-RAS Water Surface Profile model.
1). Frequency Flow and Downstream Water Surface Elevation for the 100 Year Floodplain
Analysis
This report provides the 100-year discharge and starting water surface elevation to be used within
the floodplain analysis for the proposed restoration of Salem Creek immediately upstream of
Vargrave Street and within Civitan Park of Winston-Salem, North Carolina. Much of the
material used to obtain the 100-year discharge and starting water surface elevation is obtained
from. Draft Report - Upper Salem Creek Watershed Master Plan (HDR Engineering, 2000).
Figures 3-2b and 3-2a were taken from the Draft Report to show the location of the proposed
restoration reach within the hydrologic/hydraulic model.

The report also provides the range of flows varying in frequency from the 1 year to the 10-year
discharge based upon SCS TR-20 hydrologic model, regression equations and gage data. The
lower frequency flows, based upon the Land Use of 2000, are presented as follows:
Node SC 150 - Downstream Limit
Frequency Interval (yrs) 10 25 50 100
Discharge (CFS) 6,941 7,821 9, 112 10,545
Node SC 160 -Upstream Limit
Frequency Interval (yrs) 10 25 50 100
Discharge (CFS) 7,112 8,075 9,324 10,722

t

The hydraulic analysis was completed using the 100-year discharge of 10,722 cfs for the entire
reach. The starting water surface elevation for the proposed stream restoration is 766.2 ft. This
elevation is shown on Figure A-29, from the Draft Report. Notice that the starting elevation is
immediately upstream of Vargrave Street. If a Final Draft of HDR's Upper Salem Creek
Watershed master Plan Draft Report is available, the 100-year discharges and starting water
surface elevation will be revised as necessary.
2). Hydrologic Analysis for Higher Frequency Flows
i Regression equations were used to develop flows based upon the 2-, 5- and 10- year flood
frequency events. These estimates were developed using both the rural (Pope and Tasker, 1999)
and the urban (Robbins and Pope, 1996) flood frequency flow equations. The equations used are
i as follows:
Rural Flood Frequency Equations where DA is the drainage area in square miles.
0
665
O
"'
0670
.
-
10-year = 334 DA
5-year = 248 DA
2-year = 144 DA
(Prediction error - 43%)
Small Urban Flood Frequency Equations where DA is the drainage area in square miles, IA is the
impervious area in percent, and RQ is the peak discharge for the relative storm in cfs.
2-year = 7.87 DA-"' IA0.686 RQ20.290 (Model error - 33%, Prediction error - 40%)
5-year = 16.3 DA°.489 IA0'57Z RQ50.286 (Model error - 32%, Prediction - 39%)
10-year = 22.7 DAo.463 IA0.515 RQ 100.289 (Model error - 32%, Prediction error - 38%)

It should be noted that the urban equations were developed for small urban streams with
impervious areas typically greater than 10 percent. The study basins ranged in size from less than
1 square mile to 41 square miles. This location is approximately the largest sample used within
the study. The flows shown below were calculated using the flood frequency flows for both the
urban and rural equations. A range of percentage for the impervious area was developed based
upon GIS land use within the Draft Report and the percent impervious measured at some of the
1 similar gage sites. The flows were calculated using 10, 15 and 20 percent for impervious area.
However, it appears that the rural equations or the urban using ten percent impervious area is
most suitable for this site.
Flood Frequency Flows from the Rural Equation
2 year -1874 cfs, 5 year - 2986 cfs 10 year - 3947 cfs
Note that with a prediction error of 43 percent, the flows may actually range from 1,200 to 2,700,
1,700 to 4,100 and 2,400 to 5,600 cfs for each respective frequency. A SCS TR-20 model was
developed to replicate as precise as possible the 2 and 5-year frequency flows. After the model
was completed, the 1-year frequency flow was determined using the 1-year rainfall depth. The
following are the flows established by the SCS hydrologic model for the rural frequency flow
equations. The SCS TR-20 input and summary for each model are included in the Appendix of
this report.

1 year- 1111 cfs, 2-year - 1850 cfs, 5-year - 3008 cfs, and 10- year - 4828 cfs.
Flood Frequency Flows from the Urban Equation
2 year - 2514 cfs,
impervious area
2 year - 3320 cfs,
impervious area
2 year - 4045 cfs,
impervious area
5 year - 3687 cfs
5 year - 4650 cfs
5 year - 5481 cfs
10 year - 4540 cfs
10 year - 5594 cfs
10 year - 6488 cfs
using the 10 percent
using the 15 percent
using the 20 percent
Realize that the prediction of error is near 40 percent and that the actual flow may actually fall
within the following ranges. The ranges were only developed for the 10 percent impervious area.
The percent of impervious area was listed as 8 percent at Salem Creek gage in 1970. Note that
with a prediction error of 43 percent, the flows may actually range from 1,500 to 3,600, 2,200 to
4,300 and 2,700 to 6,600 cis for each respective frequency. A SCS TR-20 model was developed
to replicate as precise as possible the 2 and 5-year frequency flows. After the model was
completed, the 1-year frequency flow was determined using the 1-year rainfall depth. The
following are the flows established by the SCS hydrologic model for the urban frequency flow
equations. The SCS TR-20 input and summary for each model are included in the Appendix to
this report.
1 year - 1612 cfs, 2 year - 2510 cfs 5 year - 3858 cfs using the 10 percent
impervious area
1 year - 2184 cfs, 2 year - 3293 cfs 5 year - 4917 cfs using the 15 percent
impervious area
I
I

t

t
River Drainage
Area Frequency Runoff
(s q. mi. 1.2 year 1.5 year 1.8 year cfsm inches'

Fisher River
1954-71)
44.7
1220
1500
1610
Little Yadkin River
(1961-98)
42.8
1935
2730
3535
1.1
14.89
South Fork
Mudd Creek *
42.9
660
1010
1170
Elk Creek (1940-98) 48.1 1800 2850 3800 2.1 28.74
Table 1. Flood Frequency Flows for Streams within the Upper Yadkin River Watershed.
*The years of the active gage are (1964-79 and 1988-91)
The runoff data for the Fisher River and Elk Creek were obtained from the USGS Water
Resources Data North Carolina Water Year 1999. The other watersheds were not listed, as the
gages are inactive.
b. Hydraulic Analysis
The purpose of the hydraulic study was to analyze changes in floodwater surface elevations
associated with the proposed channel modifications.
1). Existing Conditions
The water surface profiles and elevations were computed using the U. S. Army Corps of
Engineers HEC-RAS software, version 2.2. The 100-year discharge of 10,772 cfs and starting
water surface elevation of 766.2 ft. were obtained from Draft Report - Upper Salem Creek
Watershed Master Plan (HDR Engineering, 2000). The existing model and starting water surface
elevation was started approximately 150 feet upstream of the Vargrave Street crossing. The last
cross section is located approximately 100 feet downstream of the Martin Luther King Drive
crossing. The cross sections are oriented facing downstream starting from left to right.
' The geometric data was obtained from two sources. The sources include (1) field surveyed
topography of the channel and a portion of the floodplain and (2) floodplain mapping from the
Draft Report described above. The cross sections used the field-surveyed topography to the
I extent possible with the remaining length of floodplain elevations obtained from the Draft Report.
The Manning's coefficients included within the report are consistent with Central Park at Salem
'
s coefficient for the channel is .055, which is typical of a waterway
Creek. The Manning
showing inconsistent cross sections, debris and vegetation within the channel. The Manning's
coefficient for the floodplain is 0.07, which consists of mostly open space with some large trees.
' The ineffective flow areas were modeled with Manning's coefficients of 10.0 to allow flow in the
area at insignificant velocities.
The 100-year water surface elevation is primarily controlled by the constrictions of the two
crossings described above. The initial water surface elevation of 766.2 ft. is located within the
reach impacted by the Vargrave Street crossing. Ineffective flow areas were determined and
8
C

7

modeled with Manning's coefficients of 10.0. The water surface elevation rises to 766.9 ft. three
hundred feet upstream, where the ineffective flow is less significant. The water surface then
increases at a slope of approximately .0002 ft/ft until the last section, which is immediately
downstream of Martin Luther King Jr. Drive. This cross section is experiencing a hydraulic jump
due to the crossing. The energy slope increases at .007 ft./ft., while the water surface elevation
decreases by 0.2 ft. This condition shall likely hold true for both the existing and proposed
conditions. The map showing the 100-yr floodplain, channel/floodplain cross-sections, summary
tables, and warning messages are included in the Appendix of this report.
E. Study Area Site Conditions
As shown in Figure 2, the Civitan Park site is completely within the 100-year floodplain of Salem
Creek. The dominant soils along Salem Creek floodplain in this area are of the Chewacla and
Wehadkee series. The Chewacla series consists of nearly level, somewhat poorly drained soils
formed in loamy alluvial deposits. They have a loamy surface layer, an upper subsoil layer of
loam and clay loam and lower subsoil layers of silt clay loam and loamy sand. They are
characterized by moderate permeability and medium available water capacity. They are subject
to frequent flooding for brief periods, but have a seasonal high water table within a depth of 1.5
feet for 2 to 6 months annually. Infiltration is moderate, runoff is slow, and hazard of erosion is
slight. Included with the Chewacla soil series in mapping are areas of Wehadkee soils. Areas of
Wehadkee inclusions are subject to very frequent flooding and have a seasonal high water table at
the surface for 2 to 6 months.
The land to the south of Salem Creek includes Civitan Park. Developed to provide active (i.e.,
baseball and soccer fields) as well as passive (i.e., walking/jogging/bike trails) recreation, this
area is part of a larger greenway system that includes the Salem Creek floodplain from Salem
Lake to Peters Creek Parkway. A portion of the floodplain on this side of the creek was
historically filled to accommodate a rubble and construction debris landfill. Winston Salem State
University occupies the land area to the north of Salem Creek. The floodplain on the University
site was originally filled to allow construction of Columbia Heights Jr. High School.
The dominant land cover along the left floodplain (south) is mowed grass with scattered trees
along the stream banks. The dominant land cover along the right floodplain (north) is parking lot,
access roads, mowed grass, and an area of old field along Parkview Street. There are four
wooded areas within the project reach. The first, a one-acre riparian forest, is situated along both
banks of Salem Creek from the middle of Reach 1 to the confluence with Stadium Branch. The
second, a forested wetland is situated along the left floodplain immediately adjacent to Stadium
Branch. The third and fourth, a one-half acre and 7-acre stand respectively, are situated along the
left floodplain from the landfill area to Vargrave Street.
IV. Channel Morphology and Stability Assessment
A. Field calibration of bankfull channel field indicators for the Western Piedmont Region of
North Carolina.
Utilizing stream gaging data from the U.S. Geological Survey (USGS) and existing information
gathered from on-going regional curve studies in North Carolina (NCSU and NRCS, 1998;
Wilkerson, et. al., 1998) field calibrations of the bankfull channel field indicators were conducted
at USGS gaging stations in the Salem Creek watershed. The gage sites included Salem Creek near
Atwood (65.6 square miles) and Salem Creek at Winston Salem (513 square miles). This field
9

exercise was critical for: gaining experience in identifying regional field indicators associated
with the bankfull channel; and for developing regional relationships between drainage area and
bankfull channel dimensions. The information gathered in this field exercise was used in
conducting the geomorphic stream assessment of Salem Creek.
B. Level II - Morphological Description of Salem Creek.
The reaches along Salem Creek within the study area were classified into specific categories of
stream types (i.e., C5, G5, etc.) utilizing the standard field procedures recommended by Rosgen
(1996). The cross-section, pebble count data plots, and Level II: Reference Field Forms
completed for each reach classified are included in the Appendix to this report.
t C. Level III - Assessment of Stream Condition and Departure from Potential
The reaches along Salem Creek within the study area were assessed for stream channel condition
' and influencing factors including riparian vegetation, meander pattern, depositional pattern,
debris and channel blockages, sediment supply, vertical stability, and stream bank erosion
potential. Photographs showing the existing conditions as well as the Level III Inventory Forms:
' Summary of Condition Categories completed for each reach evaluated are included in the
Appendix to this report.
' The geomorphic features of Salem Creek were mapped and the overall stability assessed from
Martin Luther King, Jr. Drive to Vargrave Street at the downstream end of the project site. To
facilitate the data collection effort and subsequent data analysis the project was divided into three
(3) reaches. The reach limits corresponded to obvious changes in characteristics. The
' Geomorphic Map is included in the Appendix to this report.
Utilizing the data collected from the Level II stream classification and Level III channel condition
' assessment the current condition of Salem Creek and the degree to which the existing condition
of the reaches differs from an accepted range of morphological values documented for similar
stable stream types was evaluated. The direction, rate and nature of the channel adjustments were
also evaluated. The results of these evaluations were utilized to determine which reaches needed
intervention and the level of intervention required.
' D. Findings of Channel Morphology and Stability Assessment
An analysis of the data collected during this field effort indicates widely varying conditions exist
between the reaches. The following is a summary of the findings of that analysis as it relates to
the existing conditions within the project study area:
It appears that Reach 2 (middle) and Reach 3 (lower) of this section of Salem Creek were

'
The aerial photographic record does not indicate routine channel maintenance occurred.
However, field evidence indicates that all three reaches have been the focus of significant
' maintenance activity. The bed and banks have been armored with riprap throughout the study
area. These protective measures appear to have been relatively successful in some areas, while
less successful in other areas. In addition, it is evident that portions of the left floodplain were
filled to accommodate recreational facilities (e.g., ball fields) as well as a landfill for rubble and
construction debris. The right floodplain was probably filled to allow construction of Columbia
Heights Jr. High School. The 1958 aerials show the school under construction. Historic
topographic maps (USGS, 1950) indicate an extensive wetland system existed along the left
floodplain prior to the construction of the ball fields and landfill.
These channel and floodplain modifications probably resulted in a confined channel with a high
' width/depth ratio, low sinuosity and a relatively steep gradient. A typical channel evolution
sequence following these types of disturbances includes:
Initial bed degradation - particularly in channels with fine grained bed material, the bed provides
little resistance to the increased shear stress that would develop if storm flows are confined to a
steep, entrenched channel. This situation usually causes the channel to incise with a subsequent
lowering of the bed elevation.
Lateral adjustment - lowering of the streambed increases bank height thereby confining the
channel even further and places additional stress on the banks. Hydraulic forces eroding the toe
of the banks result in steeper bank angles with increased susceptibility to gravitational failures.
As these failures become common the channel adjusts laterally.
Aggradation - the bank retreat and subsequent widening decreases sediment transport capacity
' leading to deposition and the formation of side-channel bar features. Eventually an inner-berm
feature develops along the channel margins.
' Stabilization - as bank angles are reduced to a gentle angle of repose and the depositional features
are colonized by grasses and other perennial vegetation the channel begins to stabilize. Finally
woody vegetation is able to colonize and stabilize the banks and adjacent slopes.
Knowing what stage an unstable reach is in the evolutionary process allows us to predict the
direction it will go in the future as well as determine the appropriate strategy for restoring
' stability. The reaches along Salem Creek are at various stages in the channel evolution process.
Reach 1 (Martin Luther King. Jr. Drive to a point 812 feet downstream
This reach is an unstable C4/E4 stream type. Although the mean particle size (D50) of the bed
material is characteristic of a sand bed channel, the high percentage of gravel in the bed material
samples indicates that this is a gravel bed stream with a very high degree of embeddedness. The
' width/depth ratio, floodprone width, and well-developed meanders are consistent with a C/E
stream type. The channel planform is characterized by irregular meanders with tight (low) radii
of curvature on some of the bends.
' Active bank erosion and lateral migration is evident. Field evidence indicates that the current
meander migration is in a down-valley direction. As the meander bends tighten the rate of
migration will increase with the potential for meanders to be cutoff.
Numerous debris jams were observed throughout this reach. Each debris jam has a mid-channel
bar on the upstream side and scour holes immediately downstream. Although the bed in this
11
segment is relatively stable, there is the potential for bed degradation to occur where scour on the
outside of tight bends deepen the pool and form a steeper riffle upstream. Grade control is
provided upstream of this reach by the boulders placed in the channel through the bridge opening
as well as the encasement protecting the water main that crosses Salem Creek immediately
downstream of its confluence with Brushy Fork. There is no grade control at the downstream end
of this reach.
Reach 1 is not completely entrenched. However, it is incised. Although it is not clear whether
this reach had been channelized in the past, there is field evidence that it previously down-cut.
For example, the extremely steep gradient (2%) of the reach through the bridge and immediately
upstream of the bridge is not characteristic of channel slopes along this section of Salem Creek.
The historic bed degradation and floodplain fill previously noted contributed to the current
incised situation by increasing bank heights along this entire section of channel.
Results of the stability assessment show bankfull to bank height ratios along this reach ranged
from 1.64-2.36. These high, vertical banks are particularly susceptible to erosion and
gravitational failure. In addition, there is currently no lateral control to prevent continued bank
erosion and channel migration. Although the bank and riparian vegetation includes some mature
trees and shrubs, rooting depth is only a fraction of the overall bank heights.
It appears that many of the debris jams along this reach developed when bank trees were undercut
and fell into the channel. The potential for continued bank erosion, loss of trees and channel
migration is very high. Results of the stability assessment confirm that a significant length (i.e.,
570 linear feet) of the banks along the outside meanders have a high to extreme bank erosion
potential. In fact, as the bends and bars continue to develop lateral erosion and meander
migration will accelerate. Because the channel is cutting into relatively high terraces and fill
slopes this area will be a significant source of sediment for downstream reaches for a long time.
Reach 2 (From a point 812 feet downstream of Martin Luther King, Jr. Drive to the confluence
with the gully adjacent to the Winston Salem State Universi!y parking lot)
This section of Salem Creek is an altered E4/G4 stream type. Although the mean particle size
(D50) of the bed material is characteristic of a sand bed channel, the high percentage of gravel in
the bed material samples indicates that this is a gravel bed stream with a very high degree of
embeddedness. The width/depth ratio and floodprone width is consistent with an E stream type.
However, the general cross-sectional shape and the very low sinuosity are indicative of a
channelized/straightened section. The channel planform is characterized by truncated meanders
with large radii of curvature. As indicated above, the alterations to Reach 2 occurred between
1958 and 1966.
It appears that this reach has undergone a series of adjustments over time. Although not
completely entrenched, it is incised. Field evidence suggests that this reach completed an early
channel evolution process at some time in the past having initially degraded, adjusted laterally,
aggraded and stabilized. The general cross-sectional shape is indicative of a channelized section
that had evolved relatively gentle side slopes and an inner-berm feature. The presence of mature
trees along the toe of banks in some sections supports this observation. Renewed bed degradation
at some later time lowered the bed further, eroding and removing the inner-berms. The reach
appears to have been transitioning to a G4c stream type when the incision was halted. The
presence of a boulder/cobble riffles at several points along the reach suggests that the more recent
incision was halted by channel maintenance activities.
12
i

The observed lateral erosion, wider cross-sections, and aggradation in the upper and lower
sections of Reach 2 indicate that these areas are in the early stages of channel widening and
meander redevelopment. The historic bed degradation and floodplain fill previously noted
contributed to the current incised situation by increasing bank heights along this entire section of
channel.
Results of the stability assessment show bankfull to bank height ratios along this reach ranged
from 1.49-3.67. These high, vertical banks are susceptible to erosion and gravitational failure.
The lower section is particularly susceptible in that there is very little lateral control. Due to the
presence of overhead power lines, the bank and riparian vegetation in this section is maintained as
grasses. Although the bank and riparian vegetation in the upper section includes some mature
trees and shrubs, rooting depth is only a fraction of the overall bank heights.
Debris jams formed from undercut and fallen bank trees were observed in this section of the
reach. Currently, the middle section has lateral control provided by riprap and mature trees. The
potential for continued bank erosion, loss of trees and channel migration is very high. Results of
the stability assessment confirm that a significant length (i.e., 860 linear feet) of the banks along
these reach have a high to extreme bank erosion potential.
Reach 3 (From the confluence with the gully adjacent to the Winston Salem State University
parking lot to the Vargrave Street Bridge)
This reach is an altered E4/C4 stream type. Although the mean particle size (D50) of the bed
material is characteristic of a sand bed channel, the high percentage of gravel in the bed material
samples indicates that this is a gravel bed stream with a very high degree of embeddedness. The
width/depth ratio and floodprone width is consistent with an E/C stream type. However, the
general cross-sectional shape and low sinuosity is indicative of a channelized/straightened
section. The channel planform is characterized by meanders with large radii of curvature.
Currently, the upper section of this reach has good lateral control provided by riprap and mature
trees along the banks. The profile and cross-sections indicate the bed in the upper section is
aggrading.
The lateral erosion and wider cross-section observed in the middle section of the reach are
associated with the effects of the sanitary sewer line that crosses Salem Creek in this area.
According to as-built drawings obtained from the City, at initial installation the bottom of the 18-
inch sewer line was set at the invert of the streambed with its supporting pilings buried beneath
the bed. Subsequent bed degradation has exposed the pilings. Currently, the sewer and pilings
take-up more than two-thirds of the bankfull channel cross-section. As such, they function as a
check dam, raising the stage of storm flows and causing significant scour of the bed in the
immediate area of the crossing, as well as along both banks for quite a distance downstream. In
addition, the sewer collects large amounts of debris and creates a significant backwater area
upstream that, no doubt, has an effect on sediment transport. It is very likely contributing to the
aggradation observed in the upper section of Reach 3, as well as that in the lower section of
Reach 2.
The lower section of this reach is currently adjusting laterally and appears to be in the early stages
of channel widening and aggradation. Field observations indicate that riprap was placed beneath
the Vargrave Street Bridge to provide scour protection. Although, this measure appears to have
been effective, it raised the bed elevation and significantly altered the overall channel gradient.
Even with a very low sinuosity the existing gradient is relatively flat. The very flat gradient has
significantly affected sediment transport capacity of this channel section. This condition in
13

conjunction with a high sediment load supplied by unstable reaches upstream is contributing to
the aggradation observed throughout most of this reach.
The hillslopes along the right bank of the lower section (adjacent to Parkview Street) are unstable.
Although there is evidence of hydraulic erosion along the toe of the banks, the majority of the
instability appears related to steepness of the slopes and storm flows from the street directed over
the slopes.
Stadium Branch
The channel cross-section and relative lack of sinuosity that characterize this perennial tributary
indicate it was straightened and channelized at some time in the past. Analysis of the aerial
photographic record indicates that these alterations occurred prior to 1951. The aerials also
indicate that it was relocated when Reach 2 was straightened between 1958 and 1966. The
historic filling of the floodplain for the ball fields left the upper sections of Stadium Branch
entrenched.
Although this is a very unnatural condition, for the most part the tributary is relatively stable.
The exception is the lower 120 feet immediately upstream of Salem Creek. This section is a
deeply incised G stream type. It is likely that this section down-cut during and/or immediately
following the periods that Reach 2 of the mainstem was actively incising. The culvert under the
trail and the abandoned 24-inch sanitary sewer line immediately upstream probably halted the
head-ward progress of the bed degradation.
Unnamed Tributary
The perennial tributary that flows along the area immediately adjacent to Vargrave Street was
straightened and channelized at some time in the past. The upper sections of this tributary are
' relatively stable. The exception is the lower 200 feet immediately upstream of Salem Creek.
This section is a deeply incised G stream type. It is likely that this section down-cut during
and/or immediately following the periods that Reach 3 of the mainstem was actively incising.
The culvert under the trail probably halted the head-ward progress of the bed degradation.
Gully
f There is an ephemeral channel immediately adjacent to the Winston-Salem State University
parking lot that conveys storm water from a storm drain outfall. The channel is a deeply incised
G stream type. It is likely that this gully formed during and/or immediately following the periods
that Reach 2 of the mainstem was actively incising. The head-ward degradation has progressed
right up to the storm drain outfall. The process of down-cutting has exposed the 42 inch sewer
line that runs beneath the parking across the gully and beneath the adjacent floodplain.
V. Reference Reach
A. Identifying and surveying a reference reach for Salem Creek
After determining the targeted stream type (i.e., stable form for the reach to be restored) a Level I
Geomorphic Characterization was conducted of the Salem Creek watershed and other watersheds
in the Winston-Salem area. This evaluation focused on areas where there was a high probability
of identifying reaches of the same stream type as the targeted stream type. A field reconnaissance
14

I

was conducted to eliminate reaches that were obviously not the right stream type or were
unstable. The stream types were confirmed by conducting a Level II Morphologic Description
survey of candidate reaches. The candidate reaches were assessed to confirm that they are
reasonably stable by conducting a Level III Assessment of Condition and Departure from
Potential Analysis.
Dozens of prospective reference reaches were evaluated in the Winston-Salem area, including;
Salem Creek from the project reach - downstream to Peters Creek Parkway, Salem Creek from
Route 40 - downstream to Clemmonsville Road, Bottom Branch Creek, Silas Creek from
Reynolda Road - downstream to Country Club Road, Silas Creek from Country Club Road -
downstream to Route 40, and Mill Creek from a point 3000 feet upstream of Shattalon Drive -
downstream to its confluence with Muddy Creek. Most of the stream segments evaluated were
determined to be unstable and/or to be inappropriate stream types (i.e., C3 and 134c).
It was determined that a reach of Mill Creek upstream of Shattalon Drive was the most suitable
reference for the channel along Salem Creek in Central Park. In addition morphological data
collected on streams in other regions was utilized to guide the restoration design. To facilitate the
use of Mill Creek as a reference, a detailed survey of this segment was conducted to develop
design parameters. The morphological data summary is included in the Appendix to this report.
VI. Design Discharge Estimates
Five methods were used to develop design discharge estimates. These included 1) regional
curves developed from on-going regional curve studies in North Carolina (NCSU and NRCS,
1999; and Wilkerson, et. al., 1998), 2) SCS TR-20 hydrologic model, 3) regression equations
developed by the U.S. Geological Survey, 4) field calibrations and analysis of gage data from
USGS gages on Salem Creek, and 5) Manning's equation and field data.
Regional Curves
As indicated previously, North Carolina State University (NCSU) and the U.S. Natural Resources
Conservation Service have been cooperating to develop regional curves for the rural Piedmont
area of North Carolina (NCSU and NRCS, 1998). In addition, the University of North Carolina
at Charlotte recently developed regional curves for the urban Piedmont of North Carolina
(Wilkerson, et. al., 1998). To confirm which of these curves (i.e., rural vs. urban) was most
appropriate for use at the project site they were validated against data collected during field
calibrations conducted at USGS gaging stations on Salem Creek.
It was anticipated that due the highly urbanized character of the Winston-Salem area, the urban
curve would be most appropriate. Although the validation analysis indicates that the bankfull
flow is somewhat higher than predicated by the rural curve, it was significantly lower than that
predicted by the urban curve. Consequently, the rural curve appears to be a better predictor of the
bankfull discharge for the project site. This may be a function of the suburban/rural character of
the Salem Creek watershed upstream of the project or the influence Salem Lake has on the
hydrologic regime of the watershed. However, Rosgen (personal communication) has argued that
the flow volume of the bankfull discharge does not change with urbanization, it merely occurs
more frequently.
15

SCS TR-20 H drolo is Model
As part of this current study a range of flows varying in frequency from the 1-year to the 10-year
discharge was developed using the SCS TR-20 hydrologic model, information obtained from
Draft Report - Upper Salem Creek Watershed Master Plan (HDR Engineering, 2000), regression
equations and gage data. A SCS TR-20 model was developed to replicate as precisely as possible
the 2 and 5-year frequency flows from the HDR report. After the model was completed, the 1-
year frequency flow was determined using the 1-year rainfall depth.
USGS Regression Equations
USGS regression equations were used to develop flows based upon the 2-, 5- and 10- year flood
frequency events. These estimates were developed using both the rural (Pope and Tasker, 1999)
and the urban (Robbins and Pope, 1996) flood frequency flow equations.
' Field Calibrations of Bankfull Discharge at USGS Gaging Stations on Salem Creek
Field calibrations of the bankfull discharge were conducted at USGS gaging stations in the
' Winston-Salem area. The gage sites included Salem Creek near Atwood (65.6 square miles) and
Salem Creek at Winston Salem (51.3 square miles). The results of the field calibrations and
analysis of the gage data was utilized to develop estimates of the bankfull discharge at the gage
sites. A translation equation was developed that allowed for differences in the size of the
drainage areas between the gage sites and the project site. Using the translation equation
estimates of the bankfull discharge at the project site were computed.
Manning's Equation
Bankfull discharge estimates were developed using Manning's equation and cross-sectional data
collected in the crossover (riffle/run) of a relatively stable reach as close to the project area as
possible. The slope used was that of the riffle, and estimates of Manning's n were developed
utilizing u/u* and the D84 of the riffle.
t Bankfull Design Discharge Estimates
As indicated in Table 2, the estimates developed using the Rural Regional Curve, USGS Rural
'
s Equation methods all
Regression Equation, Gage Calibration/Translation, and Manning
compare favorably (i.e., t 13% of the Mean - 2053 cfs). In addition, these estimates fall within
the range of discharges bound by the 1 and 2-Year Recurrence Interval Flood Flows developed
with the SCS TR20 model. On the other hand, the estimates developed using the Urban Regional
Curve and USGS Urban Regression Equation do not compare favorably with the results of the
other methods (i.e., + 42% and 23% of the Mean, respectively).
Based on this analysis it was determined that utilizing the regional curves developed for the Rural
Piedmont area of North Carolina (NCSU and NRCS, 1998) provides a very reliable method for
estimating bankfull discharge for the proposed project design. Consequently, the bankfull design
discharge for the Civitan Park project will be 1885 cfs. The design will also incorporate the
discharge estimates for lower frequency flood flows (i.e., 10, 50, 100-Year) developed utilizing
the SCS TR20 model.
16

I

Reach Urban Rural SCS TR20 USGS 2 YR USGS Gage Manning's
Location Regional Regional Model Regression Cal ibration/Translation Equation
(DA mi) Curve Curve 1 YR/ 2YR Urban/Rural
Civitan 2911 1885* 1350 2150 2514 1874* 1952* 1786
Park
(42.8)
Central 2957 1932 1450 2350 2693 1999 2007 1951
Park (44)
Upstream 3018 1994 NA NA 2080 1967
of Peters
Creek
(45.6)
Silas 3225 2215 NA NA 2350 2390
Creek
Parkway
Gage
(51.3)
Atwood 3705 2756 NA NA 2980 3148
Gage
(65.6)
Table 2. Bankfull discharge estimates (cfs) developed using five methods.
VII. Sediment Sample and Shear Stress Analysis
In restoration design, this analysis is utilized to verify that the existing and proposed channel
generate the shear stress needed to entrain and transport the sediment expected to be moving
through the project reach under bankfull flow conditions. Sediment data gathered from the
project reach is utilized to adjust the design channel dimensions to fit the drainage area, bankfull
discharge, sediment supply, and conditions at the project site.
To verify that the project channel dimensions, meander geometry and profile are appropriate to
maintain the competency of the restored reach, sediment samples were collected from point bars
and riffle subpavement areas along Salem Creek and the data collected was utilized to conduct a
sediment entrainment analysis. The sediment entrainment analysis involved the following
procedures:
A. Sediment Sample Collection Procedures
1. Collect the two largest particles resting on the lower third (tail-out) of the point bar at an
elevation half way between the point of maximum depth (thalweg) and bankfull.
Measure (in feet) the intermediate axis of each particle and individually weigh the
particles.

2. Collect a sediment sample from the point bar in the same location by pushing a five-
gallon bottomless bucket into the bar. Remove the bar material within the bucket to a
depth 2x the intermediate axis of the largest particle.
17
1
1 2 Estimating Pollutant Removal Efficiency of the Stormwater Wetlands
Although the use of urban best management practices to improve water quality is still relatively
new, a number of studies have evaluated their effectiveness (MWCOG, 1983; Schueler, 1987;
Schueler, Kumble and Heraty, 1992). In general, conventional stormwater wetlands have a high
pollutant removal capability that is comparable to conventional wet ponds. Schueler, et al. (1992)
indicated that sediment removal is greater in well-designed stormwater wetlands, but phosphorus
removal is more variable. The long-term average pollutant removal rates for several wet ponds
were 20% -60% for nitrogen, 20% - 80% for phosphorus, 51% for zinc, 65% for lead, and 54%
for sediment (Schueler, 1987).
3. Computations for Wetlands and Water Quality Ponds in Civitan Park Subwatersheds
Pollutant Unmanaged Export
ounds/ ear Removal Rate
_(percent)_. Managed Export
ounds/ ear

Phosphorus 1442 20-80 1154 - 288
Nitrogen 18,165 20-60 14,532 - 746
Zinc 530 51 260
Lead 520 65 182
Sediment 427,392 54 196,600
I Table 4a. Pollutant Removal Computations for Subwatershed Area 1
t

Pollutant Unmanaged Export
oundsl earn Removal Rate
(percent) Managed Export
(pounds/year)

Phosphorus 45 20-80 36-9
Nitrogen 562 20-60 450 - 225
Zinc 16.4 51 8
Lead 16 65 5.6
Sediment 13,216 54 6075
Table 4b. Pollutant Removal Computations for Subwatershed Area 2
Pollutant Unmanaged Export
( ounds/ ear) Removal Rate
(percent) Managed Export
(pounds/ year)

Phosphorus 21 20-80 16.8-4.2
Nitrogen 268 20-60 214 - 107
Zinc 7.8 51 3.8
Lead 7.7 65 2.7
Sediment 6304 54 2900
Table 4c. Pollutant Removal Computations for Subwatershed Area 3
26

IX. Permitting Issues
A. General
In natural channel restoration projects, the level of intervention required to restore stability to a
given stream reach is dictated by how far the existing conditions have departed from a stable
channel form. Levels of intervention vary along a continuum from natural recovery to major
channel reconstruction.
It may be that once the cause of the instability (e.g., livestock grazing) as been eliminated through
implementation of best management practices (e.g., fencing) natural processes will return the
channel to a stable form. In some cases restoring lateral control via stream bank stabilization
techniques is sufficient to correct an instability problem. However, a stream reach may have
become so unstable that the most appropriate action is total reconstruction of its plan form and
cross-sectional geometry, and longitudinal profile.
Because they have departed significantly from a stable channel form, Salem Creek and its
tributaries in Civitan Park require a high level of intervention. Consequently, reconstruction (i.e.,
excavating, grading, and filling) is required to reestablish stream channels with appropriate
geomorphic features. The construction of the new channels will result in temporary and
permanent impacts to some resources in the project area.
B. Existing Wetland Resources
This study did not include standard wetland delineation (i.e., field confirmation of three wetland
parameters - hydric soils, hydrology, hydrophytic vegetation). However, an evaluation was
conducted to determine the classification status (Cowardin, et. al., 1979) of specific areas based
on mapped soils, field observations of their position in the landscape, source and frequency of
hydrology, and a dominance of hydrophytic vegetation. Based on this evaluation non-tidal
wetland areas along the vicinity of the project site include: 1) seasonally flooded gravel bars
within the Salem Creek channel that are dominated by with immature black willow, red maple,
green ash, sweetgum, mulberry, and river birch; and 2) a small, temporarily flooded, grove of
trees in the left floodplain to the west of Stadium Branch noted in the Study Area Site Conditions
Section. The grove of trees is dominated by mature red maples, silver maple, green ash, and box
elders. Since the City maintains this area, there is no understory vegetation and ground cover is
mowed grasses. There are several small drainage swales along the left floodplain that convey
groundwater from beneath the landfill, indicating that this area historically included non-tidal
wetlands.
Although gravel bars typically do not exhibit hydric soil characteristics (e.g., gleying, mottling,
organic staining, etc.), hydrology is provided for these soils by seasonal high flows. The gravel
bars were segregated by position into upper and lower bar features. Given their hydrologic
regime and the dominance of hydrophytic vegetation, the upper part of the gravel bars were
classified as non-tidal wetlands (palustrine - scrub-shrub). There are two such areas within
Reach 1 of the project. The combined area of these areas is approximately 0.08 acres. Although,
the lower part of these gravel bars do not support vegetation, due to their position in the channel
they were classified as non-tidal wetlands (riverine - unconsolidated shore). The combined area
of these areas is approximately 0.03 acres. The total area of the gravel bars (vegetated and
unvegetated) is approximately 0.11 acres.
27

1
fl
I

t

Given the hydrologic regime and the dominance of hydrophytic vegetation, the grove of trees was
classified as non-tidal wetlands (palustrine - forested). The area of this wetland is approximately
0.3 acres.
C. Impacts to Wetlands
The restoration work does not require impacts to the forested wetland area. However, the
proposed design will require impacting approximately 0.11 acres of gravel bars. As indicated in
the findings the project area is currently unstable. The reaches in this section of Salem Creek
have high width/depth ratios, steep unstable banks, poor sediment transport capacity, and are
experiencing aggradation. Lacking lateral control, bank erosion potential is very high. Field
observations indicate that lateral adjustment has been the current trend. Given the lack of lateral
control, it is likely that erosion rates will accelerate as meanders continue to redevelop.
The geomorphic restoration objectives outlined previously are intended to reduce stress on the
banks and establish a stable, self-maintaining channel. This will be accomplished by
reestablishing a regular planform, establishing a better angle of repose on the banks, lowering the
bankfull to bank height ratio by raising the streambed, excavating and grading the high, vertical
banks on the outside of the meander bends, and establishing a broader floodprone area on the
inside of the meander bends by excavating the floodplain/terrace in those areas. Sediment
transport capacity will be improved by constructing a narrow and deep channel. This requires
disturbance of the existing gravel bars in the upper and middle section of Reach 1.
D. Wetland Impact Avoidance, Minimization and Compensation
The impacts mentioned above cannot be avoided. However, the intent of the design was to
minimize the impacts to wetland areas, to the extent practical. The proposed impacts are
associated with mechanical clearing and grading and will be limited to those gravel bar areas
where grading is essential to establish stable channel geometry. Because of the unstable
conditions some of these gravel bars are transitory features. As erosion and lateral adjustment
proceeds they will be removed and any benefits they currently provide will be lost. The impacts
to the gravel bars are temporary. More stable vegetated gravel bars will be constructed along the
inside of each meander bend as part of the proposed project.
As noted, the restoration work does not require impacts to the forested wetland area. All
disturbed areas impacted within the limits of the project will be seeded with native grasses and
planted with native trees and shrubs. All disturbed areas impacted outside the limits of the
project will be seeded with grasses and clover.
The small, temporary impacts associated with this project are outweighed by the significant
benefits. As indicated, the restoration approach includes reconstructing Reach 1 with a more
regular planform, reconstructing Reach 2 with a meandering channel routed along the left
floodplain, and maintaining Reach 3 with its existing meander geometry but a narrower cross-
section. Three tributary streams will be restored. The rubble landfill in the left floodplain will be
removed and a large wetland system constructed. In addition, two wetland/water quality ponds,
will be constructed to provide management of the storm water runoff from the University. Upon
completion of this project, 5240 feet of unstable stream channel will be restored, 5.2 acres of
wetland will be restored/created (a net increase of 4.79 acres), and 17.5 acres of riparian forest
and native meadow will be created resulting in reduced sediment and nutrient loadings to Salem
Creek, and greatly enhanced riparian and in-stream habitat. The entire restoration area will be
permanently protected in a conservation easement established by the City.
28

I E. Impacts to Forest Resources
The restoration design will require clearing areas that are currently wooded. From a design and
permitting perspective, it was considered important that the quality of these wooded areas be
evaluated and a determination made relative to the proposed impacts. Consequently, the City
Forester conducted an evaluation of the wooded areas along Salem Creek that will be disturbed
by the project.
The evaluation included a general delineation of the dominant woody species (i.e., trees and
shrubs), as well as a characterization of the size range of the larger trees and the overall
health/quality of the trees in these areas. The findings of the evaluation and recommendations
relative to the proposed impacts is summarized here and the original report is included in the
Appendix to this report.
• Civitan Park - Tree Evaluation
The following is a summary of the tree evaluation conducted for the Civitan Park project along
Salem Creek. It provides an overview of species present and status of preservation based on their
species and current condition.
Due to the consistency of tree species present throughout this project and the vagueness of the
"block" boundaries, the wooded areas were divided into two blocks. These two blocks are
separated by the pedestrian bridge, with the "A" block being upstream of the bridge and the "B"
block being downstream of the bridge.
Block A
Block A consists of local wetland species. Present are red maple, black willow, green ash,
mulberry, sweetgum, river birch, and yellow poplar. The majority of tree species present fall into
the 4 to 6 inch diameter range. Field delineation identified some river birch in the 8 to 10 inch
range, a 10-inch sycamore, a 14-inch red maple, and some yellow poplars in the 20 inch diameter
category. The majority of tree species present are found growing along the creek bank with
exposed roots or poor anchorage. A number of trees have already toppled over into the creek.
The trees growing away from the creek bank, especially the larger ones, have suffered structural
damage, are poorly formed (weak structure), or are in poor health.
Based on the findings of this evaluation, there will be no long-term benefits from trying to
salvage the trees present. This determination is based on the species present, their condition, their
form, and the site itself.
The ground cover is comprised of kudzu, honeysuckle vines, pokeberry, cane, and blackberries.
These are very common in this area and are aggressive growers. Therefore, trying to save the
plants that are present is not recommended.
Block B
Although Block B is similar to Block A, it does contain larger trees.
The tree species present are
s

1

t
1

H

i
t
s
t
t
Riffle Salem Creek - Reach 2
0
-5
-10
0
-15
-20
-25
Width from River Left to Right (ft)
Salem Creek - Reach 2
Salem Creek
description:
height of instrument ft):
omit distance S FS FS= W fpa channel Manning's
notes t. ft) (ft) I elevation bankfull to of bank ft sloe %)
-9.91
• -9.98 -12.64 -9.98 -
-12.72
-14.87
-16.81
-17.5
-18.49
-19.73
-21.85
-21.76
-21.98
-21.68
-21.43
-19.62
-19.29
-16.95
-14.99
-14.44
-12.64
-11.61
-10.31
-8.09
-5.4
-4.6-
e from channel MGM
76 measured D84' mm
25.8 relative roughness 10.9 fric: factor
0.032 Mannin 's n from channel material
t
I

t

t

t

i
Salem Creek - Reach 2
Salem Creek
Winston Salem State Universi
Note:
Pebble Count, Salem Creek - Reach 2
100%
90%
11
80%

70%

60% ; 1.. f
1
r 50%

40%
J
T
m
C J1.
1 !
1
J 1 Y. .,
LL 30% ?
- 4 1
C
20% 1 ; 1 1 1 1 ; ;

.J.
1 1 f
0. 10% t ,
;
J _J , ! 11 1 J.J ,
.
. .. J.. . 111J! T
0% - 11.146
0.01 0.1 1 10 100 1000 10000
Particle Size (mm) -.-Cumulative Percent ? Percent Item -•r-Riffle -+-Pool -+-Run -+-Glide
Size percent less than (mm) Percent by substrate type
D16 D35 D50 D84 D95 silt/clay sand gravel cobble boulder bedrock
0.288 0.42 0.6 76 222 0% 68% 14% 15% 3% 0%
t
t
t
t
very fine sand 0.062 0.13
fine sand 0.13 0.25
medium sand 0.25 0.5 12
coarse sand 0.5 1 20
very coarse sand 1 2
very fine gravel 2 4
fine gravel 4 6 3
fine gravel 6 8 6
medium gravel 8 11 6
medium gravel 11 16 3
coars e gravel 16 22 3
coarse gravel 22 32 6
very coarse gravel 32 45
ve coarse ravel 45 64 9
small cobble 64 90 T
medium cobble 90 128 6
large cobble 128 180 12
ve la roe cobble 180 256 6
small boulder 256 362 3
small boulder 362 512
medium boulder 512 1024
large boulder 1024 2048
100%
90%
80%
70%
60%
i 50%
40%
a 30%
20%
10%
0%
Riffle Pebble Count Salem Creek - Reach 2
n,
0.01 0.1 1 10 100 1000 10000
Particle Size (mm) --E- Cumulative Percent ? Percent ft=em
t
i
Riffle Salem Creek - Reach 3
5
0
-5
w -10
-15
-20
Width from River left to Right (ft)
section:
Riffle
Salem Creek - Reach 3
Salem Creek
description:
height of instrument ft):
omit distance FS FS FS W fpa channel Manning's
notes : at. _ (ft) (ft) elevation bankfull to "of bank ft skive 10161-
-5.5 .. ?
-5.99 -7.85 -5.99
-7.25
-7.85 imensions
-8.29 273.3 x-section area
-9.77 49.1 width
-12.22 g.2 d max
-13.68 11.0 bank ht
-15.72 r4OO.O JW flood
-16.48
-17.02
-16.02 6.2 velocity (ft/sec)
-16.14 1688.2 discharge rate, 0 (cfs)
-16.05 0.92 shear stress ((Ibs/ft sq)
-16.45 0.69 shear velocity (ft/sec)
ff..
-16.65
-16.25 0.21 Froude number
-15.68 9.0 friction factor U/u*
-14.37 61.3 threshold grain size (mm)
-13.7
-11.43 a from channel material
-9.92 1 measured D84 mm
-8.82 2780.9 relative roughness 22.5 fric. factor
-7.66 0.015 Mannin 's n from channel material
-6.78
-6.11
-5.46

s
J

7

i
i
Salem Creek - Reach 3
Salem Creek
Winston Salem State Oniversit
Note:
Pebble Count, Salem Creek - Reach 3
100%
90%
80% -
-

70%
' i 7 7
7
60%
s 50%

40%
;
IM
30%

20%- IT
d- 10% ,
0% ;
0.01 0.1 1 10 100 1000 10000
Particle Size (mm) -.-Cumulative Percent ? Percent Item -Riffle --Pool - Run -•-Glide
Size percent less than (mm) Percent by substrate type
D16 D35 D50 D84 D95 silt/clay sand gravel cobble boulder bedrock
0.181 0.27 0.3 1 6 0% 94% 3% 1% 2% 0%
e
t
i
r
i
Riffle Pebble Count Riffle Pebble Count,
Material Size Range (mm) Count Salem Creek - Reach 3
silt/clay 0 0.062 # Salem Creek
very fine sand 0.062 0.13 # Winston Salem State University
fine sand 0.13 0.25 18 # Note:
medium sand 0.25 0.5 47
coarse sand 0.5 1 20 If # Riffle Pebble Count, Salem Creek - Reach 3
very coarse sand 1 2 # 100% ---?-- r,?„
very fine gravel 2 4 # g0 %
fine gravel 4 6 2 # , . .
fine gravel 6 8 6 # ?
?
medium gravel 8 11 6 # 70%
medium gravel 11 16 1 # 60%
coarse gravel 16 22 `

coarse gravel
22 32
# 50%
LL
very coarse gravel 32 45 If # m 40
very coarse ravel 45 64 #
m 30%
small cobble 64 90 # a
"
medium cobble 90 128 #
20%
large cobble 128 180 10%
very large cobble 180 256 # 0 %
„
1
r „
small boulder 256 362

small boulder
362 512 0.01
0.1
1 10 100
1000 10000
medium boulder 512 1024 Particle Size (mm) -Cumulative Percent ? Percent Rem
large boulder. 1024 2048
ve la a boulder 2048 4096 Size percent less an (mm)
th Percent b substra te e
bedrock D16 D35 D
50 D84 D95 silt/clay sand ravel cobble boulder bedrock
Total Particle Count: 100 0.231 0.32 0.4 1 9 0% 85% 15% 0% 0% 0%

I"M I. Oil
Stream Name:
Reach ID: i
T '.....?:.....

5a\, 6, en,,,k Date:
?ac??. ?; Observers c?+d?aoueator): t`Z.'Roc??
Qae Drainage .Area: 42.5 ,, ,,F'
Stream Order. A4A%
IRi d F orm:
arian Ve on V.-\ K-
3 olan a: aoocwOn): VD 4 AIL- e.,-d- _.. - -*,

Meander Pattern c );
Depositional Pattern peGUcoda&
Debris/Channel
hl??rvw.co? .
ges peaty ao& & *smiptimi
yw+nbs OA%a 4*.Ar ?
Bank ErodibilitvTXa7ard Ratino/[nAa,r lRRTM
Bank ID # 1 2 `3 5
BankLeng0a
Bank Height to.5 1-t.S tt. o 10 .0 taS
Bankfull Height M-t -t•4 " (..t 5,g
Root Depth 2.S • 2.6 .5 3
Root Density % 10 No 1D 4-k0 i5
Bank ArWe d -lp
Surface Protection % %o AO 10 9o 15
Bank Materials
Stratification v)o Q0 Wtb 1Jo ytb
a.uannei OTanruty
Sediment Supply C,.)
Moderate
Low
STreamaea v eracal
Near-bank stress (Ranking/%) % = A nb/ A
A nb =
A=
I Sketch of bank profile including
bads mam[nk *ab6 baofd4d( ravel

Overall Assessment of Hydraulic Condition:
312 e•3 4&
J1 ?S!1?
• e? CA t3D W- - 'J e?ND
6MV
?L? s? r//CtL `(?
S C v 0t
General Ramarlra rnr..._ _.:?
-- - - - •--•-? -?-? sw.r.oa®oa? Mate4 a-Am AWAUOM ato.):
_?X.?'2. " (?ce?• i?Fitt?uD,!?A.L" ? es:?. rS? m 10? 1 ?.'? ?
c ?Q ?gam aa___ ??h'?r w?.?,?,.,?.?. ?v? ? la,?e.?uJ? s?us?or+-• .

Stream Name:
Reach ID:
T
U, LA Date: 4( (o (o t
2. _ ... Observers cam: kt2. v?ckv
?vv.. Drainage Area: 42.s
Stream Size, Stream Order. 4 Meander Pattern ccuw A? a"ipd.):
Flow R e:
Bed Form: DS positional Pattern (letter code & &mtipfi.):
Ri an V etation t -- ck.a.14
s°?" 1Ortx tk,-- v Debris/Channel Blockages 000=*a&& mi:
cx ss SZr WAOM
.? ? rwra- ?.? W.VY l V?M{lMga
Bank Erodibility Hazard Ratina/rndp r mmm
Bank ID # (, $ `t
BankLength
Bank Height tto 11.2 \,3 t5, w.9
Bankfull Height -14- 4-.S 5 4.2 1-1.3 1
Root Depth . o z.S ?- tit •5
Root Density % to Zo 25 l5 to
Bank Angle de 5 t,o 45 a.5
Surface Protection % ? 46 fro 30
Bank Materials
Stratification v3o No ao Nv
l.riannei atatmity
Sediment Supply (mt.
High*
Moderate
Low
streatnbed Vertical Stability
Aggrad*WAggraded
egradm Degraded
Stable
Near-bank stress (Ranicing/%) % = A nb/ A Overall Assessment of Hydraulic Condition:
A nb =
T-7=
A=
Sketch of bank prorde including:
bet Munk sb*k baWM level
1.11 "
IW
IkZ
r4Nl,
Z?Z,37
OUXICtm
'74
• sw-s•

?i
• '
I
General Remarks (Noce t Ad. fm! W-tmo and/or gooceai?io.l hamm Chmml 4mrarias, d ox
t?ce.?3tls.?ct?rGn,..
r.. wntt?.t a ?wrs ? t ?lO?- ? - t. ?(L,?raww0 S??Qe
1. - L? Alr, w -A 1-.VA
i! ?w
s ik?3D
' SLIT'
1
Stream Name:
Reach ID:
Location: ' '

C
C?

C1 C?Z . _ _.
%% Meander Pattern tidww& a
c.,t,.??nt..?i, zcl um? tcts
Depositional Pattern (letter Code do d
IR,

Stream Size, Stream Order.
Flow R fg-
Bed Form:
.Riparian Ve e=on
s obrs ? doaipHon}
ur k - Sc a1.? .e,Ztt
Date: 416 1(,%
Observers cteo.da/oouectar):
Drainage Area: a, t
DebridChannel Blockages rtettucedn?s.l?..,:-
i.5 'Jowvta
Bank Erodihility Nerd RatinolfnAax Iwmm
Bank ID # to tt
BankLength
Bank Height 17- L63
Bankfull Height (..N S-%
Root Depth 1,0 .5
Root Densi % to to
nk Angle de
face Protection o
r w
Banlr
Materials
axification 'ks toys
Near-bank stress (Ranking/l/6) % A nbt A Overall Assessment of Hydraulic Condition:
A nb =
A=
Sketch of bank profile including:
ball metm;a* strata, baoM M level
i
i
St to
itu r
'SkND'
ss ll
'S1tX
Ceneral Remarks (Note cvideme of m vrae* =wGr IsoteoYOw fait,, abannd ?.
%.nannei btabuzty
Sediment Supply (mot m,oeM«)
High -v.
Moderate
Low
Streambed Vertical Stability
ed
Dpgqcling(Degraded
Stable
-t"f
mmv>
pg'%
Mvl"?I

MRHI-R.
.51-NOM"M
Stmm Name: Date:
Reach ID: rz Observers
Location: Q4iV\E?? P04- Drainage Area: j&a.,

Strum SizA Stream Order 40-, 0 Meaader Pattem acu, CO& & A"Wipam):
U __
___gime, - -
F FI:ow Re V-Lc?%44& VAXOAAA?
ffedFornr OWO%
B Fol Depositional Pattern (kaw w& & amptm):
Ripwianyegetation gi-by.- -om AA;%?
CrR55 ah= & dcomiption): avCajhW
Debris/Channel BI (ICUWCO&&dftW*iO,6:
%Wyo.
Sh-eambank Erosion Potential Channel Stability
Bank Erodibility Hazard Rating4ndex (BEH smimf" q

Baak ID IU t-b t4- is
BankLength
1 I
BankHeight
1%
16.(0
18. -
16 ?i ?Iz

BankfuU Height
B !-.T
1,
5A
5,4'j -
jLA
Rolot Depth -to at 1. 0 * -Z
Eiot Density C/o) - So 40 At, %S 4o to
Bank Aq&!e (dppm) _ .?q -bS -
-to 31& 40
SUr&Ce Protection (0/0)
.*to
WO
4 Ib
-So
60
4o
BankMatmials
StIfification MO
Nmr-b&nk StI= En?elo) % A nb/ A Overall Asses=ent of Hydraulic Co-nd-ition:
LAnb
Sketch of bank Proffle including:
ba* =Own* sftaU6 baW" kvd
4
Genend Rawks vow avi&-A-=- af mm Via* M&Qr 800todaw faiNO4 Cmew .......
*OWMK
wtrkd, joy%" 10 R,,?
SA,
It 110 11
lEgh
Moderate
Low
V%k -
OF
? ? ? ? ?? ?? M M M M M= M M M M
BEHI SUMMARY TABLE
Salem Creek at Civitan Paric
Reach Hank Bank S IV, Bank Bank Surface Surface Materials &
Reach ID Bank Area Ha ;t 1 = Root RDepth oot I Root R].?o Root DansHy Bank
Length Length Height - fight BKF Hei
Depth Bank indeDensity (74 Index Angle Angle Protection Protection Stratlflcaiton totaI Rating
ht inde
g
x
weight Index N Index Index -
'
aeon
Gregory
Reach ! 1021
Bank 1 1021 110 10.5 1155 4.7 2.23 8.19 2.5 0.24 6.70 :1 8.4 85 6.84 10 9.0 10.0 49.2 Extreme
Bank 2 1021 110 17.5 1925 7.4 2.36 8.38 2.5 0.14 8.00 8.4 60 3.90 40 5.1 10.0 43
8 Very High
Bank 3 1021 100 11 1100 6.6 1.67 6.32 2 0.18 7.47 10 8.4 70 4.90 10 9.0 15.0 .
51.1 Extreme
Bank 4 1021 100 10 1000, 6.1 1.64 6.19 0.5 0.05 9.00 10, 8.4 35 2.68 90 1.5 10.0 37.8 High
Bank 5 1021 150 10.5 1575 5.3 1.98 7.81 3 0.29 6.06 15 7.9 90 7.90 15 8.0 15.0 52.7 Extreme
Bank 6 872 100 16.8 1680 7.6 2.21 8.16 1 0.06 8.89 10 8.4 45 3.17 40 5.1 10.0 43.8 Very High
Bank 7 872 100 11.2 1120 4.5 2.49 8.56 2.5 0.22 6.91 20 7.2 55 3.66 15 8.0 15.0 49.3 Extreme
Bank 7a 872 35 11.3 395.5 5.3 2.13 8.05 4 0.35 5.36 25 6.5 60 3.90 45 4.7 10.0 38.6 High
Bank 8 872 200 15.4 3080 4.2 3.67 10.00 12 0.78 2.54 15 7.9 45 3.17 60 3.5 10.0 37.1 High
Bank 9
Bank 10 872
872 250
75 10.9
12 2725
900 7.3
6.1 1.49
1.97 5.86
7.74 0.5
1 0.05
0.08 10.00
8.63 10
10 8.4
8.4 45
85 3.17
6.84 30
10 5.9
9.0 10.0
15.0 43.4
55.7 Very High
Extreme
Bank 11 872 100 , 10.3 1030 , 5.1 2.02 7.99 0.5 0.05 10.00 10 8.4 40 2.93 15 8.0 15.0 52.4 Extreme
Reach 3 859
Bank 12 859 100 11 1100 5.7 1.93 7.57 10 0.91 1.82 50 4.3 40 2.93 90 1.5 10.0 28.1 Moderate
Bank 12a 859 120 10.6 1272 6.9 1.54 6.13 9 0.85 2.20 40 5.1 35 2.68 100 1.0 10.0 27.1 Moderate
Bank 13 859 75 8.7 652.5 5.2 1.67 6.35 2.5 0.29 6.04 40 5.1 90 7.90 10 9.0 15.0 49.4 Extreme
Bank 14 859 60 10 600 5.5 1.82 7.04 1 0.10 8.44 15 7.9 80 5.90 30 5.9 10.0 45.2 Extreme
Bank 15 859 100 22 2200 6.3 3.49 10.00 13 0.59 3.46 40 5.1 40 2.93 60 3.5 15.0 40.0 Very High
Bank 15a 859 150 22 3300 5.4 4.07 10.00 2 0.09 8.55 10 8.4 75 5.40 40 5.1 15.0 52.5 Extreme

Clear Creeks Consulting Page 1 of 1 416/01
s L Point / Side BAR-BULK MATERIALS SAMPLE DATA: Size Distribution Analysis Party: ?, ?ow?t
U Location: Date: Notes:
S Sieve SIZE Sieve SIZE Sieve SIZE Sieve SIZE Sieve SIZE Sieve SIZE Sieve SIZE Sieve SIZE S ieve SIZE
.3toKAW?
A k O
M ?t ,-1 Sthrn ? v?vv? llo inn w? 25 rnrl `?? "Yvl 122?Mrn "CZ1?Q
p Tare Weight Tare Weight Tare Weight Tare Weight Tare Weight Tare Weight Tare Weight Tare Weight Tare Weight SURFACE
• 1 • d8 l "S , ?? , Z*j 1 r25 MATERIALS
E ?
Sample Weights Sample Weights Sample Weights Sample Weights Sample Weights Sample Weights Sample Weights Sample Weights Sample Weights DATA
S _...._.__....._..----- ----.__. ------ -.._...____..___--- ----- ----- ---- ------- ? Two Largest Particles
Total Net Total Net Total Net Total Net Total Net Total Net Total Net Total Net Total Net
1 .53 O.43 tlo3 R0. Dab \ ,°1 O. 3100, 1..; t5 4,1,\ 3. A, -b A- o ?b2
2 , No. Dia. WT,
3 1 17_2 3 ,7j?
q 2 lojj D.b2
Bucket
5 + Materials
g Weight
Bucket
Tare
g 9 Weight
10 Materials
Weight
11 (Materials less than:
12 mm.)
13
Be Sure to Add
14 Separate Material
15 Weights to Grand
Total
Net wt. Total ?, ?3 (? . b$ n o, a n 2 ,-cs n '3.3 n 3 . to (? . b2 n ?.9 I-1 15.0 (--1
/o Gr^^
Accur
Josh:C M Doc uments/Class Files/RAM/Forms/RAM Forms.xls
ii Wildland Hydrology 9100

10(
9(
8C
70
C
60
LL
?--50
W
40
Q
30
20
10
n
IV {J .? <7l 'rr iv -'? N W .P cn a, N (J 1s Ulm N W t. Ui § -1 ?.? O D
p0 O O O O° cogOO 8 0 0 co p O S
PARTICLE SIZE - Millimeters °
50
45
U
F
40
35
30
Z
C
p
25
?n
a
20
?KI
15
0 I
x
r?
lp Z
o?
'b
Cr1 (?,,
O
y
? e
o
pd
O
O
x
N
s Point / Side BAR-BULK MATERIALS SAMPLE DATA: Size Distribution Analysis Party:
Location: Sa\sztcv? _ vkZM.? StcM1? Date: Notes:
B
S Sieve SIZE Sieve SIZE Sieve SIZE Sieve SIZE Sieve SIZE Sieve SIZE Sieve SIZE Sieve SIZE Sieve SIZE
A l . O ct 2 , 0f 411175 44? Qj r \ m \ ?o 'Wxm 2S 't n
M m 52 M`M 8 `(hM
P Tare Weight Tare Weight Tare Weight Tare Weight Tare Weight Tare W?jeight Tare Weight Tare Weight =Ight
E
S Sample Weights Sample Weights Sample Weights Sample Weights Sample Weights Sample Weights Sample Weights Sample Weights Sample Weights
--
Total Net Total I Net Total Net Total Net Total Net Total -r -Net- Total ?Net Total Net Total Net
2
3
4
8
6
7
8
9
10
11 -
12
13
14
18
Netwt. rocal 5.°? ?t?5 3,3? 1. Vi 0,30
Grand Tot. ?j0.0 A. I%'0 Ao 1$ ? ` ? to I- A
\ 0?
Accum. % =< 3? Ito -? .75.10 ---? 5-1J fa -j? Q.l' -> -Ito, ---? ?5 --? °tb.ly --3• top --?• 1t?
NOTES
SURFACE
MATERIALS
DATA
( Two Largest Particles
No. Dia. WT.
1 S o,c? 1b;
2 -.73 v \b?
Bucket
+ Materials
Bucket
Materials
Weight
(Materials less than:
mm.)
8e 5ure to Add
Separate Material
Weights to Grand
Total
. GRAND TOTAL
SAMPLE WEIGHT
Josh:C/My Documents/Class Files/RAM/Forms/RAM Forms.xis
Wlldland Hydrology 9/oo
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Upstream end of Reach 1, looking at Bank #2

SALEM CREEK AT CIVITAN PARK
t
t
t
t
t
Riffle Mill Creek
2
0
-2
-4
o -6
> $
a?
w -10
-12
-14
-16

1 0 2 0 3 D 4 0 5 0 E 0

Width from River Left to Right (ft)
section:
Riffle
Mill Creek
Mill Creek
description:
height of instrument (ft)

notes omit
pt. distance
(ft) FS
(ft)
elevation FS
bankfull FS
top of bank W fpa channel
(ft) slope (%) Manning's
"n.,

?t -5.16 -6.57 -5.34
„. ? Vii: Zf -6.57
-8.8
G L` -9.41
-10.73
-?77- 7M- ;3-ui -11
-11.59
-12.09
dimensions
207.7 x -section area 5.1 d mean
41.1 width 46.9 wet P
6.9 d max 4.4 h yd radi
8.2 bank ht 8.1 w/d ratio
500.0 W flood prone area 12.2 ent ratio
yr v. -12.62
kl!' -12.96 hydraulics
12
-13.02
7.8
velocity (ft/sec)
-13.02 1627.8 discharge rate, Q (cfs)
-13.49 0.83 shear stress ((Ibs/ft sq)
-13.43
0.65
shear velocity (ft/sec)
_12.17 7.416 unit stream power (lbs/ft/sec)
f L ?1 -10.61
.38
Froude number
77 -9.54
2.0
friction factor u/u*

-- r ?.e -7.5 0.3 threshold grain size (mm)
777777- 7_ -6.69
??'l y4 -5.34 check from channel material
-5 32 measured D84 mm
47.6 relative roughness 12.4 fric. factor
0.027 Mannin 's n from channel material

t
t
e
Pool Mill Creek
0
-2
-4
-6
c
o -8
V
w -10
-12
-14
-16
Width from River Left to Right (ft)
section:
Pool
Mill Creek
Mill Creek
description:
height of ins trument (ft):

notes omit
pt distance
(ft) FS
(ft)
elevation FS FS
bankfull top of bank channel
slope (%)
t? r z -5.18 t
-5.7 -6.93
? 1 k< -6.93
-7.77
1: -8.63
-9.36
-10.25
-10.25
'j r, 97- -10.69
dimensions '
238.8 x-section area 5.4 d mean
44.3 _
width 52.2 wet P
8.2 d'max 4.6 h yd radi
9.5 bank ht
F-I

-12.75
-12.47
rX ? t.:? -13.15
?C?t -13.6
sl', 'iY -14.07
r,', d r ±?, -14.59
-15.08
-15.15

15.14 y rau6cs
0.00 shear stress Ibs/fts
0.00 shearveloc' ft/sec
0-.0 threshold rain size mm

1qr Y? -14.85

r -9.45
r ;`.. t• -8.8
R ?'? -7.49
-6.46
-5.72
?x4'i -5.32

e
4
2
0
-2
-4
0
1 -6
m -8
w
Run Mill Creek
Morphological Characteristics of Salem Creek at Civitan Park Reach 2 and Mill
Creek Reference Reach
Variables Existing Proposed USGS Station Reference
Channel Reach Reach
Stream types E4/G4 E4 E4
Drainage area 42.5 42.5 46
mil
Bankfull width 37.7-43.4 50 38.4-41.1
Wbkf 40.3 39.5
Bankfull mean 5.7-6.6 5.6 5.1-5.6
depth dbkf 6.2 5.33
Width/depth 5.7-7.4 8.9 7.0-8.1
ratio Wbkf/dbkf 6.57 7.5
Bankfull cross- 275.8-298 280 202.8-238.8
sectional area (275) (223.5)
Abkf
Bankfull mean 6.85 6.7 7.96
velocity Vbkf
Bankfull 1885 1885 1779
discharge (cfs)
Qbkf
Bankfull 8.0-9.7 7.9 6.9-8.8
maximum (8.8) (7.9)
depth dmax
Width of flood 300 300 500+
prone area
W
Entrenchment 8 6 12.2
ratio W a/Wbkf
Meander 160-540 480-500 200-220
length Lm 305
Ratio of 3.97-13.4 9.6-10 5.2-5.73
meander (7.6)
length to
bankfull width
Lm/Wbkf
Radius of 95-100 120-160 50-92.5
curvature RO
Ratio of radius 2.35-2.48 2.4-3.2 1.3-2.4
of curvature to
bankfull width
Rc/Wbkf
Belt width (WbIt) 70 170 75
Meander width 1.74 3.4 1.95
ratio Wblt/Wbkf
Sinuosity 1.02 1.23 1.35
(stream length/
valley distance
Variables Existing Proposed USGS Station Reference
Channel Reach Reach
Valley slope .004 .004 .0035
Average slope .0022 .0015 .0026
S.g
Pool slope .00074-.0014 .00042-.0009 .0007-.0029
(Spool) .0011 .0017
Ratio of pool .34-.64 .25-.66 .27-1.12
slope to .5 (.66)
average slope
S ool/Sbkf
Maximum pool 6.7-7.3 11.8 7.6-8.2
depth dpool 7.0 7.9
Ratio of pool 1.01-1.18 1.49 1.49-1.61
depth to (1.1) (1.51)
average
bankfull depth
d ooi/dbkf
Riffle slope .0026-.018 .0027-.005 .003-.0084
009 .0048
Ratio of riffle 1.18-8.18 1.79-3.3 1.15-3.23
slope to (4.09) (1.85)
average slope
Pool width 41.0-44.4 56 36.8-44.3
W ool 42.9 42.2
Ratio of pool 1.12 .93-1.12
width to 1.06 (1.07)
bankfull width
W ol/Wbkf
Particle size
distribution of
channel
material:
D 16 0.288 mm 0.167 mm
D 35 0.42 mm 0.35 mm
D50 0.6 mm 0.9 mm
D 84 76 mm 32 mm
D 95 222 mm 45 mm
Particle size
distribution of
bar material:
D 16 0.34 mm 0.4 mm
D35 2.36 mm 1.13 mm
D50 4.4 mm 4.36 mm
D 84 18 mm 15.1 mm
D 95 52 mm 25 mm
Largest size at 68 mm 28 mm
toe of bar

Morphological Characteristics of Salem Creek at Civitan Park Reach 3 and Mill
Creek Reference Reach
Variables Existing Proposed USGS Station Reference
Channel Reach Reach
Stream types E4/C4 E4 E4
Drainage area 42.5 42.5 46
mil
Bankfull width 48.7-59.4 50 38.4-41.1
Wbkf 54.3 39.5
Bankfull mean 5.2 5.6 5.1-5.6
depth dbkf 5.33
Width/depth 10.44 8.9 7.0-8.1
ratio Wbkf/dbkf 7.5
Bankfull cross- 278.5-298 280 202.8-238.8
sectional area (285.7) (223.5)
Abkf
Bankfull mean 6.59 6.7 7.96
velocity (Vbkf)
Bankfull 1885 1885 1779
discharge (cfs)
Qbkf
Bankfull 8.1 7.9 6.9-8.8
maximum (7.9)
depth dmax
Width of flood 300+ 300+ 500+
prone area
w a
Entrenchment 5.5 6 12.2
ratio W a/Wbkf
Meander 330-350 330-350 200-220
length Lm 340
Ratio of 6.07-6.45 6.6-7 5.2-5.73
meander
length to
bankfull width
Lm/Wbkf
Radius of 110 110 50-92.5
curvature Rc
Ratio of radius 2.03 2.2 1.3-2.4
of curvature to
bankfull width
Rc/Wbkf
Belt width (Wblt) 170 170 75
Meander width 3.13 3.4 1.95
ratio Wblt/Wbkf
Sinuosity 1.21 1.21 1.35
(stream length/
valley distance
Variables Existing Proposed USGS Station Reference
Channel Reach Reach
Valley slope .004 .004 .0035
Average slope .00072 .0013 .0026
So„
Pool slope .00037-.00077 .0007-.0029
S of .00057 .0017
Ratio of pool .51-1.0 .28-.59 .27-1.12
slope to .79 .44 (.66)
average slope
S ool/Sbkf
Maximum pool 10.4 11.8 7.6-8.2
depth 4001) (7.9)
Ratio of pool 2 1.49 1.49-1.61
depth to (1.51)
average
bankfull depth
d ool/dbkf
Riffle slope .0012-.007 .0015-.008 .003-.0084
004 .0048
Ratio of riffle 1.09-6.36 1.15-6.46 1.15-3.23
slope to (3.72) (1.85)
average slope
Pool width 48.7-59.4 56 36.8-44.3
W ool 54.1 42.2
Ratio of pool .896-1.09 1.49 .93-1.12
width to (.996) (1.07)
bankfull width
W ool/Wbkf
Particle size
distribution of
channel
material:
D 16 0.181 mm 0.167 mm
D 35 0.27 mm 0.35 mm
D50 0.3 mm 0.9 mm
D84 1.0 mm 32 mm
D95 6.0 mm 45 mm
Particle size
distribution of
bar material:
D 16 0.34 mm 0.4 mm
D35 2.36 mm 1.13 mm
D50 4.4 mm 4.36 mm
D 84 18 mm 15.1 mm
D 95 52 mm 25 mm
Largest size at 68 mm 28 mm
toe of bar
HYDROLOGIC ANALYSIS
SUPPORTING DOCUMENTATION
SCS TR20 MODEL
sc02a.OUT
1
*****************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY******************
JOB TR-20 SUMMARY
TITLE MATCH USGS Frequency Flood Equation Results Using TR-20
TITLE Urban equations for Salem creek at Civilian Park
6 RUNOFF 1 001 1 41.0 76.0 11.50 1 1 1
ENDATA
7 INCREM 6 0.10
7 COMPUT 7 001 001 0.0 2.6 1.0 2 2 1 1
ENDCMP 1
7 COMPUT 7 001 001 0.0 3.2 1.0 2 2 1 2
ENDCMP 1
7 COMPUT 7 001 001 0.0 4.0 1.0 2 2 1 5
ENDCMP 1
7 COMPUT 7 001 001 0.0 5.1 1.0 2 2 1 10
ENDCMP 1
ENDJOB 2
*******************************END OF 80-80 LIST*******************************
1
MATCH USGS Frequency Flood Equation Results Using TR-20 VERSION
02/16/2001 Urban equations for Salem creek at Civilian Park 2.05TEST
¦ 08:44:07 PASS 1 JOB NO. 1 PAGE 1
*** MESSAGE - DRAINAGE AREA EXCEEDS 25 SQ MI, IS IT CORRECT ? ***
6 RUNOFF 1 001 1 41.0 76.0 11.50 1 1 1
EXECUTIVE CONTROL INCREM MAIN TIME INCREMENT = .100 HOURS
EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 1
STARTING TIME _ .00 RAIN DEPTH = 2.60 RAIN DURATION = 1.00
ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = .100 HOURS
ALTERNATE NO. = 1 STORM NO. = 1 RAIN TABLE NO. = 2
OPERATION RUNOFF XSECTION 1
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
20.09 1611.9 (RUNOFF)
HYDROGRAPH POINTS FOR ALTERNATE = 1, STORM = 1
HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = 41.00 SQ.MI.
11.70 CFS .50 1.35 3.55 6.96 10.73 14.77 19.13 23.99
12.50 CFS 30 37 47 57 67 78 89 101
13.30 CFS 115 129 143 159 174 190 207 226
14.10 CFS 246 267 288 310 332 356 382 409
14.90 CFS 438 467 496 527 558 592 627 662
15.70 CFS 698 735 771 808 843 879 914 949
16.50 CFS 985 1020 1053 1085 1116 1146 1177 1206
17.30 CFS 1235 1263 1289 1313 1336 1360 1382 1404
18.10 CFS 1424 1442 1458 1474 1489 1504 1518. 1531
18.90 CFS 1543 1554 1565 1575 1584 1593 1600 1604
19.70 CFS 1607 1609 1611 1612 1612 1611 1610 1608
20.50 CFS 1606 1603 1600 1596 1591 1586 1580 1574
21.30 CFS 1568 1561 1553 1544 1534 1524 1513 1501
22.10 CFS 1489 1477 1463 1448 1433 1417 1400 1383
22.90 CFS 1367 1350 1334 1318 1302 1286 1270 1254
Page 1
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23.70 CFS 1239 1225 1212 1199 1185 1172 1159 1146
24.50 CFS 1133 1121 1109 1096 1084 1071 1060 1048
25.30 CFS 1036 1025 1013 1002 991 980 969 959
26.10 CFS 948 938 927 917 907 897 887 877
26.90 CFS 867 856 846 836 826 815 805 794
27.70 CFS 784 773 763 752 742 731 721 710
28.50 CFS 700 690 680 670 659 649 639 629
29.30 CFS 619 609 599 589 579 569 559 550
30.10 CFS 540 530 521 511 502 493 483 474
30.90 CFS 465 456 447 438 430 421 413 404
31.70 CFS 396 388 380 372 364 356 348 341
32.50 CFS 333 326 319 311 305 29B 291 284
33.30 CFS 278 271 265 259 253 247 241 235
34.10 CFS 230 224 219 214 209 204 199 194
34.90 CFS 189 185 181 176 172 16B 164 161
1
TR20 --- -------- ------- --------- ------ ----------- -------- -------- ------ -- SCS -
MATCH USGS Frequency Flood Equation Re sults Us ing TR-2 0 VERSION
02/16/2001 Urban equations for Salem creek at Civil ian Park 2.05TEST
08:44:07 PASS 1 JOB NO. 1 PAGE 2
35.70 CFS 157 153 150 146 143 140 137 133
36.50 CFS 130 127 124 121 119 116 113 111
37.30 CFS 108 106 103 101 98 96 94 92
38.10 CFS 89.62 87.52 85.49 83.54 81.64 79.78 77.96 76.18
38.90 CFS 74.43 72.72 71.04 69.39 67.78 66.20 64.64 63.12
39.70 CFS 61.63 60.17 58.73 57.33 55.95 54.61 53.31 52.07
40.50 CFS 50.90 49.76 48-.65 47.57 46.51 45.48 44.47 43.47
41.30 CFS 42.51 41.56 40.63 39.72 38.82 37.95 37.09 36.25
42.10 CFS 35.43 34.63 33.84 33.06 32.30 31.55 30.82 30.09
42.90 CFS 29.39 28.69 28.01 27.34 26.68 26.03 25.40 24.77
43.70 CFS 24.16 23.55 22.95 22.36 21.78 21.21 20.65 20.10
44.50 CFS 19.56 19.02 18.49 17.98 17.47 16.96 16.47 15.98
45.30 CFS 15.49 15.01 14.54 14.07 13.61 13.15 12.70 12.26
46.10 CFS 11.82 11.38 10.95 10.53 10.13 9.76 9.44 9.15
46.90 CFS 8.87 8.61 8.35 8.10 7.87 7.64 7.41 7.20
47.70 CFS 6.99 6.78 6.58 6.39 6.21 6.02 5.85 5.67
48.50 CFS 5.51 5.34 5.19 5.03 4.88 4.74 4.60 4.46
49.30 CFS 4.33 4.20 4.07 3.95 3.83 3.71 3.60 3.49
50.10 CFS 3.38 3.28 3.18 3.08 2.99 2.89 2.80 2.71
50.90 CFS 2.63 2.54
RUNOF F ABOVE BASEFLOW (BASEFLOW = .00 CFS)
.76 WATERSHED INCHE S; 19992 CFS-HRS; 1652.2 ACRE-FEET.
DURAT ION(HRS) 4 8 12 16 20 24 28 32
FLOW( CFS) 1458 1085 7 63 456 230 108 48 20
DURAT ION(HRS) 36 39
FLOW( CFS) 6 3 TRUNCATED
EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 1
EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 1
STARTING TIME _ .00 RAIN DEPTH - 3.20 RAIN DURATION = 1.00
ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = .100 HOURS
ALTERNATE NO. = 1 STORM NO. = 2 RAIN TABLE NO. 2
OPERATION RUNOFF XSECTION 1
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
19.64 2509.7 (RUNOFF)
Page 2
sc02a.OUT
HYDROGRAPH POI NTS FOR ALTERNATE = 1, STORM = 2
HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = 41.00 SQ.MI.
11.30 CFS .49 .71 1.02 1.52 2.50 4.50 8.62 14.56
12.10 CFS 21.13 28.18 35.82 44.40 54.64 67.76 83.32 99.89
1
TR20 ---- -------- ------ ---------- ------- ------- -------- ---------- ------ -- SCS -
MATCH USGS Frequency Flood Equation Results Using TR-2 0 VERSION
02/16/200 1 Urban equations for Salem creek at Civilian Park 2.05TEST
08:44:07 PASS 2 JOB NO. 1 PAGE 3
12.90 CFS 117 135 154 174 196 219 243 268
13.70 CFS 294 320 349 379 412 446 480 515
14.50 CFS 552 591 633 678 724 771 819 868
15.30 CFS 919 973 1028 1085 1142 1200 1258 1316
16.10 CFS 1372 1427 1483 1538 1593 1647 1699 1749
16.90 CFS 1796 1843 1889 1934 1978 2020 2059 2095
17.70 CFS 2130 2165 2198 2230 2260 2286 2309 2332
18.50 CFS 2353 2374 2394 2412 2428 2444 2458 .2472
19.30 CFS 2484 2495 2503 2507 2509 2510 2510 2509
20.10 CFS 2507 2503 2499 2494 2488 2481 2474 2465
20.90 CFS 2456 2446 2435 2423 2410 2397 2383 2367
21.70 CFS 2349 2331 2311 2291 2270 2248 2225 2199
22.50 CFS 2173 2146 2119 2091 2063 2036 2010 1984
23.30 CFS 1958 1931 1905 1880 1856 1834 1812 1790
24.10 CFS 1769 1747 1726 1706 1686 1666 1646 1627
24.90 CFS 1607 1587 1569 1550 1532 1514 1496 1478
25.70 CFS 1460 1443 1427 1411 1394 1378 1362 1346
26.50 CFS 1330 1315 1299 1284 1268 1252 1237 1221
27.30 CFS 1205 1189 1173 1157 1141 1125 1110 1094
28.10 CFS 1078 1063 1047 1031 1016 1001 986 971
28.90 CFS 956 941 926 911 896 881 866 852
29.70 CFS 837 822 808 794 780 766 752 738
30.50 CFS 724 711 697 684 671 658 645 632
31.30 CFS 619 607 595 583 571 559 547 536
32.10 CFS 524 513 502 490 479 469 458 448
32.90 CFS 438 428 419 409 400 390 381 373
33.70 CFS 364 355 347 339 331 323 315 308
34.50 CFS 300 293 286 279 273 266 260 254
35.30 CFS 248 242 237 231 226 221 216 211
36.10 CFS 206 201 197 192 188 183 179 175
36.90 CFS 171 167 163 159 156 152 149 145
37.70 CFS 142 138 135 132 129 126 123 120
38.50 CFS 118 115 112 110 107 105 102 100
39.30 CFS 97.56 95.28 93.04 90.84 88.69 86.58 84.51 82.48
40.10
C CFS 80.50 78.56 76.69 74.93 73.25 71.62 70.03 68.48
40.90 CFS 66.97 65.49 64.04 62.62 61.22 59.86 58.53 57.22
41.70 CFS 55.94 54.68 53.45 52.24 51.06 49.90 48.75 47.63
42.50 CFS 46.53 45.45 44.39 43.35 42.32 41.31 40.32 39.35
43.30 CFS 38.39 37.45 36.53 35.62 34.72 33.84 32.96 32.11
44.10 CFS 31.26 30.43 29.61 28.80 28.00 27.22 26.44 25.68
44.90 CFS 24.93 24.19 23.46 22.74 22.02 21.32 20.62 19.93
45.70 CFS 19.25 18.58 17.91 17.25 16.61 15.97 15.34 14.73
46.50 CFS 14.14 13.62 13.16 12.75 12.36 11.99 11.63 11.28
47.30 CFS 10.95 10.63 10.32 10.01 9.72 9.44 9.16 8.89
48.10 CFS 8.63 8.37 8.13 7.89 7.65 7.43 7.21 6.99
48.90 CFS 6.79 6.59 6.39 6.20 6.01 5.83 5.65 5.48
49.70 CFS 5.32 5.15 5.00 4.84 4.69 4.55
1
TR20 --- -------- ------ ---------- -------- ------ -------- ----------- ----- --- SCS -
MATCH USGS Frequency Flood Equation Results Using TR-20 VERSION
02/16/2001 Urban equations for Salem creek at Civilian Park 2.05TEST
08:44:07 PASS 2 JOB NO. 1 PAGE 4
Page 3
I sc02a.OUT
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
1.15 WATERSHED INCHES; 30469 CFS-HRS;
DURATION(HRS) 4 8 12 16 20 24
FLOW(CFS) 2260 1647 1141 678 347 159
DURATION(HRS) 36 38
FLOW(CFS) 9 5 TRUNCATED
2517.9 ACRE-FEET.
28 32
70 30
EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 2
t
i
i
i
i
i
i
i
EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 1
STARTI NG TIME _ .00 RAIN DEPTH = 4.00 RAIN DURATION = 1.00
ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = .100 HOURS
ALTERNATE NO. - 1 STORM NO. = 5 RAIN TABLE NO. = 2
OPERATION RUNOFF XSECTION 1
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
19. 63 3857.9 (RUNOFF)
HYDROGRAPH POINTS FOR ALTERNATE = 1, STORM - 5
HRS MAIN TIME IN CREMENT = .100 hr, DRAINAGE AREA = 41.00 SQ.MI.
10.40 CFS .39 .54 .72 .96 1.25 1.62 2.07 2.62
11.20 CFS 3.29 4.10 5.09 6.31 7.96 10.52 14.90 22.48
12.00 CFS 33 44 56 70 85 102 124 150
12.80 CFS 177 205 235 266 299 334 372 411
13.60 CFS 452 493 536 582 632 684 738 793
14.40 CFS 850 910 972 1039 1110 1183 1257 1333
15.20 CFS 1410 1491 1575 1662 1751 1840 1930 2020
16.00 CFS 2108 2195 2280 2365 2450 2534 2616 2695
16.80 CFS 2769 2841 2911 2980 3048 3114 3176 3233
17.60 CFS 3286 3338 3389 3438 3484 3526 3563 3596
18.40 CFS 3628 3658 3687 3714 3739 3761 3781 3800
19.20 CFS 3818 3833 3846 3855 3858 3857 3855 3852
20.00 CFS 3847 3840 3832 3822 3811 3798 3785 3770
20.80 CFS 3755 3737 3718 3698 3676 3654 3631 3606
21.60 CFS 3578 3548 3517 3484 3450 3416 3379 3340
22.40 CFS 3299 3256 3213 3168 3124 3080 3037 2995
23.20 CFS 2953 2911 2870 2829 2789 2751 2716 2682
24.00 CFS 2648 2614 2581 2548 2516 2484 2454 2423
24.80 CFS 2392 2361 2331 2302 2274 2246 2218 2190
25.60 CFS 2162 2135 2109 2084 2059 2034 2009 1985
26.40 CFS 1960 1936 1913 1889 1866 1842 1818 1794
27.20 CFS 1771 1747 1723 1699 1675 1651 1627 1604
1
TR20 ---- -- ---- ------- ----- --------- -------- ----- ---------- -------- - SCS -
MATCH --
USGS Frequency Flood Equation Re sults Using TR-20 VERSION
02/16/2001 Urbane equations for Salem creek at Civilian Park 2.05TEST
08:44:07 PASS 3 JOB NO. 1 PAGE 5
28.00 CFS 1580 1557 1534 1511 1487 1465 1442 1420
28.80 CFS 1398 1376 1354 1332 1310 1289 1267 1246
29.60 CFS 1224 1203 1181 1160 1140 1119 1099 1079
30.40 CFS 1059 1039 1019 1000 980 961 942 924
31.20 CFS 905 887 869 852 834 817 800. 783
32.00 CFS 767 750 734 718 702 686 671 656
32.80 CFS 641 627 613 599 585 572 559 546
33.60 CFS 533 521 508 496 485 473 462 451
34.40 CFS 440 430 419 409 400 390 381 372
35.20 CFS 363 355 347 339 331 323 316 309
36.00 CFS 302 295 288 281 275 268 262 256
Page 4

sc02a.OU T
36.80 CFS 250 244 239 233 228 223 218 213
37.60 CFS 208 203 198 194 189 185 180 176
38.40 CFS 172 168 164 161 157 153 150 146
39.20 CFS 143 140 136 133 130 127 124 121
40.00 CFS 118 115 112 110 107 105 103 100
40.80 CFS 98.05 95.89 93.78 91.71 89.68 87.69 85.75 83.84
41.60 CFS 81.97 80.13 78.33 76.57 74.84 73.14 71.47 69.84
42.40 CFS 68.23 66.64 65.09 63.56 62.06 60.58 59.13 57.70
43.20 CFS 56.29 54.91 53.55 52.21 50.89 49.59 48.31 47.04
44.00 CFS 45.80 44.57 43.36 42.16 40.98 39.82 38.68 37.55
44.80 CFS 36.45 35.35 34.27 33.20 32.14 31.10 30.07 29.05
45.60 CFS 28.05 27.06 26.08 25.11 24.15 23.21 22.28 21.37
46.40 CFS 20.49 19.65 18.90 18.26 17.69 17.14 16.62 16.12
47.20 CFS 15.64 15.18 14.73 14.29 13.87 13.46 13.07 12.68
48.00 CFS 12.31 11.95 11.59 11.25 10.92 10.59 10.28 9.97
48.90 CFS 9.68 9.39 9.11 8.84 8.57
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
1.74 WATERSHED INCHES; 45976 CFS-HRS; 379 9.5 ACRE-FEET.
DURATION(HRS) 4 8 12 16 20 24 28 32
FLOW(CFS) 3450 2484 1675 1000 508 235 103 44
DURATION(HRS) 36 38
FLOW(CFS) 13 9 TRUNCATED
EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 3
EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECT ION 1
STARTING TIME _ .00 RAIN DEPTH = 5.10 RAIN DURATION = 1.00
ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = .100 HOURS
ALTERNATE NO. = 1 STORM NO. =10 RAIN TABLE NO. = 2
1
TR20 ------------ ------- -------- --------- -------- ------ --------- --------- SCS -
MATCH USGS Frequency Flood Equation Results Using TR- 20 VERSION
02/16/2001 Urban equations for Salem creek at Civilian Park 2.05TEST
08:44:07 PASS 4 JOB NO. 1 PAGE 6
OPERATION RUNOFF XSECTION 1
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
19.54 5895.3 (RUNOFF)
HYDROGRAPH PO INTS FOR ALTERNATE = 1, STORM =10
HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = 41.00 SQ.MI.
9.30 CFS .45 .61 .79 1.02 1.29 1.61 2.00 2.45
10.10 CFS 2.98 3.59 4.30 5.12 6.06 7.13 8.36 9.77
10.90 CFS 11.38 13.21 15.29 17.67 20.40 23.51 27.13 31.62
11.70 CFS 38 47 61 79 99 120 143 169
12.50 CFS 200 236 279 323 370 418 469 523
13.30 CFS 581 642 705 770 837 906 980 1059
14.10 CFS 1142 1228 1316 1406 1500 1599 1705 1815
14.90 CFS 1929 2045 2162 2283 2409 2539 2673 2809
15.70 CFS 2946 3084 3221 3356 3487 3616 3745 3873
16.50 CFS 3999 4123 4241 4352 4459 4563 4666. 4766
17.30 CFS 4863 4954 5037 5115 5190 5263 5334 5400
18.10 CFS 5460 5511 5557 5601 5643 5682 5719 5752
18.90 CFS 5781 5807 5931 5853 5872 5887 5895 5894
19.70 CFS 5888 5880 5870 5857 5843 5826 5806 5784
I 20.50 CFS 5760 5735 5709 5680 5649 5616 5581 5544
21.30 CFS 5506 5466 5424 5378 5329 5277 5223 5169
Page 5
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22.10 CFS 5112 5053 4990 4924 4856 4787 4717 4647
22.90 CFS 4578 4510 4445 4380 4314 4250 4186 4124
23.70 CFS 4066 4011 3958 3905 3853 3801 3751 3701
24.50 CFS 3653 3605 3558 3510 3464 3418 3373 3329
25.30 CFS 3286 3244 3201 3159 3118 3078 3040 3002
26.10 CFS 2964 2926 2889 2852 2816 2780 2745 2709
26.90 CFS 2673 2638 2602 2566 2531 2495 2459 2423
27.70 CFS 2387 2352 2317 2283 2248 2214 2179 2145
28.50 CFS 2112 2079 2046 2014 1981 1949 1917 1885
29.30 CFS 1854 1822 1791 1760 1728 1698 1667 1637
30.10 CFS 1607 1578 1548 1519 1490 1462 1434 1406
30.90 CFS 1379 1351 1324 1297 1271 1246 1220 1195
31.70 CFS 1171 1146 1122 1098 1074 1051 1028 1005
32.50 CFS 982 960 938 917 897 877 857 838
33.30 CFS 818 800 781 763 745 728 710 694
34.10 CFS 677 661 646 630 615 600 586 572
34.90 CFS 559 546 533 520 508 496 485 474
35.70 CFS 463 453 442 432 422 413 403 394
36.50 CFS 385 376 367 358 350 342 334 327
37.30 CFS 319 312 305 298 291 284 277 271
38.10 CFS 264 258 252 246 241 235 230 225
38.90 CFS 220 215 210 205 200 195 191 186
39.70 CFS 182 177 173 169 165 161 157 154
40.50 CFS 150 147 144 140 137 134 131 129
41.30 CFS 126 123 120 117 115 112 110 107
42.10 CFS 105 102 100 98 95 93 91 89
1
TR20 ---- -- -- ------ ---------- ------ ----------- ------ ---------- ------ -- SCS -
MATCH USGS Frequency Flood Equation Re sults Using TR-2 0 VERSION
02/16/2001 Urban equations for Salem creek at Civ ilian Park 2.05TEST
08:44:07 PASS 4 JOB NO. 1 PAGE 7
42.90 CFS 86.70 84.60 82.54 80.50 78.50 76.53 74.59 72.68
43.70 CFS 70.79 68.93 67.10 65.29 63.50 61.74 60.00 58.29
44.50 CFS 56.61 54.95 53.31 51.69 50.10 48.53 46.98 45.44
45.30 CFS 43.92 42.43 40.95 39.49 38.04 36.62 35.22 33.83
46.10 CFS 32.47 31.12 29.81 28.54 27.34 26.28 25.38 24.58
46.90 CFS 23.82 23.09 22.39 21.72 21.07 20.44 19.84 19.25
47.70 CFS 18.68 18.13 17.60 17.08
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
2.62 WATERSHED INCHES; 69223 CFS-HR S; 5720 .6 ACRE-FEET.
DURATION(HRS) 4 8 12 16 20 24 28 32
FLOW(CFS) 5263 3745 24 95 1 490 763 350 154 65
DURATION(HRS) 36 37
FLOW (CFS) 20 17 TRUN CATED
EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 4
1
TR20 --- -------- ------ ---------- ------ ----------- ------ ---------- ----- --- SCS -
MATCH USGS Frequency Flood Equation Results Using TR-2 0 VERSION
02/16/2001 Urban equations for S alem creek at Civilian Park 2.05TEST
08:44:07 SUMMARY, JOB NO. 1 PAGE 8
SUMMARY TABLE 1
SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED.
A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES:
F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAPH
XSECTION/ STANDARD PEAK DISCHARGE
C Page 6

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STRUCTURE CONTROL DRAINAGE RUNOFF ------------------ --------- ---------
ID OPERATION AREA AMOUNT ELEVATION TIME RATE RATE
(SQ MI) (IN) (FT) (HR) (CFS) (CSM)
RAINFALL OF 2.60 inches AND 24.00 hr DURATION, BEGINS AT .0 hrs.
RAINTABLE NUMBER 2, ARC 2
MAIN TIME INCREMENT .100 HOURS
ALTERNATE 1. STORM 1
---------------------------
XSECTION 1 RUNOFF 41.00 .76 --- 20.09
1612
39.3
RAINFALL OF 3.20 inches AND 24.00 hr DURATION, BEGINS AT .0 hrs.
ALTERNATE 1 STORM 2
----- ------------ ----------

1.00 1.15 --- 19.84
XSECTION 1 --RUNOFF 41.00-

2510

61.2
RAINFALL OF 4.00 inches AND 24.00 hr DURATION, BEGINS AT .0 hrs.
ALTERNATE 1 STORM 5

XSECTION 1 RUNOFF 41.00 1.74 --- 19.63
------------ --------------
3858
94.1
RAINFALL OF 5.10 inches AND 24.00 hr DURATION, BEGINS AT .0 hrs.
ALTERNATE 1 STORM 10

XSECTION 1 RUNOFF 41.00 2.62 --- 19.54
----------------- ---------
5895
143.8
1
TR20 -------------------------------------------------------- --------- --- SCS -
MATCH USGS Frequency Flood Equation Results Using TR-20 VERSION
02/16/2001 Urban equations for Salem creek at Civilian Park 2.05TEST
E
08:44:07 SUMMARY, JOB NO. 1 PAGE 9
SUMMARY TABLE 3
---------------
STORM DISCHARGES (CFS) AT XSECTIONS AND STRUCTURES FOR ALL ALTERNATES
QUESTION MARK (?) AFTER: OUTFLOW PEAK - RISING TRUNCATED HYDROGRAPH.
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS..........
ID (SQ MI) 1 2 5 10
XSECTION 1 41.00
---------------------------
ALTERNATE 1 1612 2510 3858
5895
1
TR20 ------------------------------------------------------- ---------- --- SCS -
MATCH USGS Frequency Flood Equation Results Using TR-20 VERSION
02/16/2001 Urban equations for Salem creek at Civilian Park 2.05TEST
END OF 1 JOBS IN THIS RUN
Page 7

sc02a.OUT
SCS TR-20, VERSION 2.05TEST
FILES
INPUT = d:\s\soft\tr20_w99\ward\sc02a.DAT , GIVEN DATA FILE
OUTPUT = d:\s\soft\tr20 w99\ward\scO2a.OUT , DATED 02/16/2001,08:44:07
FILES GENERATED - DATED 02/16/2001,08:44:07
NONE!
TOTAL NUMBER OF WARNINGS = 0, MESSAGES 1
*** TR-20 RUN COMPLETED ***
Page 8

sc02.OUT
1
*****************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY******************
JOB TR-20 SUMMARY
TITLE Match USGS Rural Frequency Flow Equation using SCS TR-20
TITLE Rural equation for Salem Creek at Civilian Park JANUARY, 2000
6 RUNOFF 1 001 1 41.0 71.0 11.60 1 1 1
ENDATA
7 INCREM 6 0.10
7 COMPUT 7 001 001 0.0 2.6 1.0 2 2 1 1
ENDCMP 1
7 COMPUT 7 001 001 0.0 3.2 1.0 2 2 1 2
ENDCMP 1
7 COMPUT 7 001 001 0.0 4.0 1.0 2 2 1 5
ENDCMP 1
7 COMPUT 7 001 001 0.0 5.1 1.0 2 2 1 10
ENDCMP 1
ENDJOB 2
********** ****** ***************END OF 80-80 LIST******************* ************
1
TR20 ----- ------ --------------------------------------------------- ------ SCS -
Match USGS Rural Frequency Flow Equation using SCS TR-20 VERSION
02/16/2001 Rural equation for Salem Creek at Civilian Park JANUARY, 2000 2.05TEST
08:49:48 PASS 1 JOB NO. 1 PAGE 1
*** MESSAG E - DRAINAGE AREA EXCEEDS 25 SQ MI, IS IT CORRECT ? ***
6 RUNOFF 1 001 1 41.0 71.0 11.60 1 1 1
EXECUTIVE CONTROL INCREM MAIN TIME INCREMENT - .100 HOURS
EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 1
STARTING TIME - .00 RAIN DEPTH = 2.60 RAIN DURATION = 1.00
ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = .100 HOURS
ALTERNATE NO. = 1 STORM NO. = 1 RAIN TABLE NO. = 2
OPERATION RUNOFF XSECTION 1
' PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
20.54 1110.5 (RUNOFF)
HYDROGRAPH POINTS FOR ALTERNATE = 1, STORM - 1
HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = 41.00 SQ.MI.
11.80 CFS .29 1.40 3.39 5.58 7.96 10.50 13.23 16.36
12.60 CFS 20.73 26.37 32.37 38.71 45.35 52.27 59.56 67.62
13.40 CFS 76 86 95 105 115 125 137 149
14.20 CFS 162 176 190 204 218 234 252 270
' 15.00 CFS 288 307 326 346 367 390 413 436
15.80 CFS 460 484 508 532 555 579 602 626
16.60 CFS 650 674 696 717 738 759 780 800
17.40 CFS 821 840 857 874 891 907 924 940
18.20 CFS 954 967 979 991 1002 1013 1024. 1034
19.00 CFS 1044 1052 1061 1069 1077 1085 1091 1095
19.80 CFS 1098 1102 1104 1106 1108 1110 1110 1111
20.60 CFS 1110 1110 1109 1108 1107 1105 1102 1100
21.40 CFS 1097 1094 1090 1086 1080 1075 1069 1063
22.20 CFS 1056 1049 1041 1033 1024 10.14 1004 994
23.00 CFS 984 974 965 955 945 935 925 915
Page 1
sc02.OUT
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
.88 WATERSHED INCHES; 23225 CFS-HRS; 1919.3 ACRE-FEET.
DURATION(HRS) 4 8 12 16 20 24 28 32
FLOW(CFS) 1674 1262 893 536 273 128 58 25
DURATION(HRS) 36 39
FLOW(CFS) 8 3 TRUNCATED
EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 2
EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 1
STARTING TIME _ .00 RAIN DEPTH = 4.00 RAIN DURATION = 1.00
ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT - .100 HOURS
ALTERNATE NO. = 1 STORM NO. = 5 RAIN TABLE NO. = 2
OPERATION RUNOFF XSECTION 1
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
19.95 3008.0 (RUNOFF)
HYDROGRAPH POINTS FOR ALTERNATE = 1, STORM - 5
HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA = 41.00 SQ.MI.
11.30 CFS .41 .61 .91 1.40 2.40 4.51 9.26 16.31
12.10 CFS 24 32 41 51 62 77 96 115
12.90 CFS 136 157 179 202 227 255 283 312
13.70 CFS 342 373 406 441 480 519 560 601
14.50 CFS 644 689 738 790 844 899 955 1013
15.30 CFS 1072 1135 1200 1267 1335 1404 1473 1542
16.10 CFS 1609 1674 1740 1806 1871 1937 2000 2060
16.90 CFS 2117 2173 2228 2283 2336 2388 2436 2480
17.70 CFS 2523 2564 2605 2645 2683 2716 2745 2773
18.50 CFS 2799 2825 2850 2873 2894 2913 2931 2949
19.30 CFS 2965 2980 2992 3001 3005 3007 3008 3008
20.10 CFS 3007 3005 3001 2996 2989 2983 2975 2966
20.90 CFS 2957 2946 2934 2921 2907 2892 2877 2860
21.70 CFS 2841 2820 2799 2776 2752 2728 2702 2674
22.50 CFS 2644 2613 2581 2549 2516 2483 2452 2421
23.30 CFS 2390 2359 2328 2297 2267 2239 2212 2187
24.10 CFS 2161 2135 2110 2085 2061 2037 2014 1990
24.90 CFS 1967 1943 1920 1897 1876 1854 1832 1811
25.70 CFS 1789 1768 1748 1728 1708 1689 1670 1650
26.50 CFS 1631 1612 1593 1575 1556 1537 1519 1500
27.30 CFS 1481 1462 1443 1424 1404 1385 1365 1346
28.10 CFS 1327 1309 1290 1271 1252 1233 1214 1196
1
TR20 -------------------------------------------------------------------- SCS -
Match USGS Rural Frequency Flow Equation using SCS TR-20 VERSION
02/16/2001 Rural equation for Salem Creek at Civilian Park JANUARY, 2000 2.05TEST
08:49:48 PASS 3 JOB NO. 1 PAGE 5
28.90 CFS 1178 1160 1142 1124 1106 1088 1070 1052
29.70 CFS 1034 1017 999 982 964 947 930 913
30.50 CFS 897 880 864 847 831 816 800 784
31.30 CFS 769 753 738 723 709 694 680. 666
32.10 CFS 652 638 625 611 598 584 571 559
32.90 CFS 546 534 522 510 499 488 476 465
33.70 CFS 455 444 434 424 414 404 394 385
34.50 CFS 376 367 358 350 342 334 326 318
!r 35.30 CFS 311 304 297 290 283 277 270 264
36.10 CFS 258 253 247 241 236 230 225 220
Page 4

sc02.OUT
36.90 CFS 215 210 205 200 196 191 187 183
37.70 CFS 179 175 171 167 163 159 155 152
38.50 CFS 148 145 142 138 135 132 129 126
39.30 CFS 123 120 118 115 112 110 107 105
40.10 CFS 102 100 97 95 93 91 89 87
40.90 CFS 84.68 82.82 81.00 79.22 77.48 75.78 74.11 72.47
41.70 CFS 70.87 69.30 67.76 66.26 64.78 63.33 61.91 60.52
42.50 CFS 59.15 57.81 56.49 55.19 53.92 52.67 51.44 50.23
43.30 CFS 49.05 47.88 46.73 45.61 44.50 43.40 42.33 41.27
44.10 CFS 40.22 39.19 38.18 37.18 36.20 35.23 34.27 33.34
44.90 CFS 32.41 31.50 30.60 29.71 28.84 27.97 27.11 26.27
45.70 CFS
{ 25.43 24.61 23.79 22.98 22.19 21.40 20.62 19.85
b
46.50 CFS 19.09 18.35 17.62 16.92 16.30 15.76 15.27 14.80
47.30 CFS 14.36 13.93 13.52 13.12 12.74 12.37 12.00 11.65
48.10 CFS 11.31 10.98 10.66 10.35 10.05 9.75 9.46 9.19
48.90 CFS 8.92 8.65 8.40 8.15 7.91 7.67 7.45 7.22
49.70 CFS 7.01 6.79 6.59 6.39 6.20 6.01 5.82
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS )
L 1.39 WATERSHED INCHES; 36872 CFS-HRS; 304 7.1 ACRE-FEET.
DURATION(HRS) 4 8 12 16 20 24 28 32
FLOW(CFS) 2 716 2000 1385 831 424 200 89 38
r
I DURATION(HRS) 36 39
LLL FLOW(CFS) 12 6 TRUNCATED
f EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLET ED FOR PASS 3
EXECUTIVE CONTROL COMPUT FROM XSECTION 1 T O XSECT ION 1
STARTING TIME _ .00 RAIN DEPTH = 5.1 0 RAIN DURATION = 1.00
ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = .100 HOURS
ALTERNATE NO. = 1 STORM NO. =10 RAIN TAB LE NO. = 2
1
TR20 ------------ ------- -------- --------- ------- ------- --------- --------- SCS -
Match USGS Rural Frequency Flo w Equat ion usi ng SCS TR-20 VERSION
02/16/2001 Rural equation for Sa lem Creek at Civ ilian P ark JANUARY, 2000 2.05TEST
08:49:48 PASS 4 JOB NO. 1 PAGE 6
OPERATION RUNOFF XSECTION 1
PEAK TIME(HRS) PEAK DISCHARGE(CFS ) PEAK ELEVATION(FEET)
19.71 4827.5 (RUNOFF)
HYDROGRAPH PO INTS FOR ALTERNATE = 1, STORM =10
HRS MAIN TIME INCREMENT = .100 hr, DRAINAGE AREA 41.00 SQ.MI.
10.40 CFS .40 .56 .76 1.02 1.35 1.76 2.27 2.90
11.20 CFS 3.67 4.62 5.77 7.17 9.07 12.02 17.04 26.37
12.00 CFS 39 53 68 84 102 123 150 182
12.80 CFS 216 251 287 325 365 408 455 503
13.60 CFS 553 604 656 712 772 837 904 972
14.40 CFS 1042 1114 1189 1271 1359 1448 1540 1633
15.20 CFS 1728 1826 1929 2037 2146 2257 2369 2481
16.00 CFS 2592 2700 2805 2911 3016 3121 3225 3325
16.80 CFS 3420 3509 3597 3684 3769 3853 3933. 4007
17.60 CFS 4074 4139 4203 4265 4326 4382 4431 4474
18.40 CFS 4514 4553 4590 4625 4658 4688 4714 4739
19.20 CFS 4762 4784 4803 4818 4826 4828 4826 4824
20.00 CFS 4819 4813 4805 4794 4781 4767 4751 4735
20.80 CFS 4717 4697 4675 4651 4626 4600 4572 4543
21.60 CFS 4512 4478 4440 4401 4360 4319 4276 4231
Page 5
sc02.OUT
22.40 CFS 4182 4131 4078 4024 3969 3913 3858 3805
23.20 CFS 3754 3702 3651 3599 3548 3498 3452 3408
24.00 CFS 3366 3324 3282 3240 3199 3159 3121 3082
24.80 CFS 3044 3006 2968 2930 2894 2858 2823 2788
25.60 CFS 2754 2719 2685 2652 2621 2590 2559 2528
26.40 CFS 2497 2466 2436 2407 2377 2348 2318 2288
27.20 CFS 2259 2229 2199 2169 2139 2109 2079 2048
28.00 CFS 2019 1990 1960 1931 1902 1873 1844 1815
28.80 CFS 1788 1760 1732 1705 1677 1650 1622 1595
29.60 CFS 1568 1542 1515 1488 1462 1436 1410 1384
30.40 CFS 1359 1334 1309 1284 1260 1236 1212 1188
31.20 CFS 1165 1141 1118 1096 1074 1052 1031 1009
32.00 CFS 988 968 947 927 907 887 867 847
32.80 CFS 828 810 792 774 757 740 723 706
33.60 CFS 690 674 659 643 628 614 599 585
34.40 CFS 571 558 545 532 519 507 495 483
35.20 CFS 472 461 451 440 430 420 411 401
36.00 CFS 392 383 375 366 358 350 342 334
36.80 CFS 326 319 311 304 297 291 284 278
37.60 CFS 271 265 259 253 247 241 236 230
38.40 CFS 225 220 215 210 205 201 196 192
39.20 CFS 187 183 179 175 171 167 163 159
40.00 CFS 155 151 148 144 141 138 134 131
40.80 CFS 128 126 123 120 118 115 113 110
41.60 CFS 108 105 103 101 98 96 94 92
42.40 CFS 89.89 87.85 85.85 83.88 81.95 80.05 78.19 76.35
43.20 CFS 74.54 72.77 71.02 69.30 67.61 65.95 64.31 62.69
1

Match USGS Rural Frequency Flow Equation using SCS TR-20 VERSION
02/16/2001 Rural equation for Sa lem Creek at Civilian Park JANUARY, 2000 2.05TEST
08:49:48 PASS 4 JOB NO. 1 PAGE 7
44.00 CFS 61.09 59.52 57.97 56.44 54.93 53.45 51.98 50.54
44.80 CFS 49.12 47.72 46.34 44.98 43.63 42.30 40.98 39.68
45.60 CFS 38.40 37.13 35.88 34.64 33.42 32.21 31.02 29.84
46.40 CFS 28.68 27.54 26.42 25.32 24.29 23.37 22.58 21.88
47.20 CFS 21.21 20.57 19.95 19.36 18.78 18.23 17.69 17.18
48.00 CFS 16.67 16.18 15.71 15.25 14.80 14.36 13.94 13.53
48.80 CFS 13.13 12.74 12.36 12.00 11.64 11.30
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
t 2.19 WATERSHED INCHES; 57976 CFS-HRS; 4791.1 ACRE-FEET.
t DURATION(HRS) 4 8 12 16 20 24 28 32
I` FLOW(CFS) 4326 3121 21 39 1271 656 304 134 58
DURATION(HRS) 36 38
FLOW(CFS) 17 11 TRUN CATED
EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 4
1
TR20 -------------------------------------------------------------------- SCS -
Match USGS Rural Frequency Flow Equation using SCS TR-20 VERSION
02/16/2001 Rural equation for Salem Creek at Civilian Park JANUARY, 2000 2.05TEST
08:49:48 SUMMARY, JOB NO. 1 PAGE 8
SUMMARY TABLE 1
---------------
SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED.
A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES:
F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAPH
Page 6
sc02.OUT
XSECTION/ STANDARD PEAK DISCHARGE
STRUCTURE CONTROL DRAINAGE RUNOFF ------- ------------ -------- ---------
ID OPERATION AREA AMOUNT ELEVATI ON TIME RATE RATE
(SQ MI) (IN) (FT) (HR) (CFS) (CSM)
RAINFALL OF 2.60 inches AND 24.00 hr DURATION, BEGINS AT .0 hrs.
RAINTABLE NUMBER 2, ARC 2
MAIN TIME INCREMENT .100 HOURS
ALTERNATE 1 STORM 1
C ----- _------ _____
XSECTION ___ 1--RUNOFF ____ 41.00_ .54 ---
20.54
1111
27.1
RAINFALL OF 3.20 inches AND 24.00 hr DURATION, BEGINS AT .0 hrs.
f
G ALTERNATE 1 STORM 2
---------------------------
XSECTION 1 RUNOFF 41.00 .88 ---
20.22
1850
45.1
RAINFALL OF 4.00 inches AND 24.00 hr DURATION, BEGINS AT .0 hrs.
ALTERNATE 1 STORM 5
---------------------------
t XSECTION 1 RUNOFF 41.00 1.39 ---
f
19.95
3008
73.4
RAINFALL OF 5.10 inches AND 24.00 hr DURATION,
I BEGINS AT .0 hrs.
ALTERNATE 1 STORM 10
---------------------------
XSECTION 1 RUNOFF 41.00 2.19 ---
19.71
4828
117.8
1
TR20 --------------------------------------------- ------------ -------- --- SCS -
Match USGS Rural Frequency Flow Equation using SCS TR-20 VERSION
02/16/2001 Rural equation for Salem Creek at Civilian Park JANUARY, 2000 2.05TEST
08:49:48 SUMMARY, JOB NO. 1 PAGE 9
SUMMARY TABLE 3
STORM DISCHARGES (CFS) AT XSECTIONS AND STRUCTURES FOR ALL ALTERNATES
QUESTION MARK (?) AFTER: OUTFLOW PEAK - RISING TRUNCATED HYDROGRAPH.
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS..........
ID (SQ MI) 1 2 5 10
XSECTION 1 41.00
---------------------------
ALTERNATE 1 1111 1850 3008 4828
1
TR20 -------------------------------------------------------------------- SCS -
Match USGS Rural Frequency Flow Equation using SCS TR-20 VERSION
02/16/2001 Rural equation for Salem Creek at Civilian Park JANUARY, 2000 2.05TEST
END OF 1 JOBS IN THIS RUN
Page 7
sc02.OUT
SCS TR-20, VERSION 2.05TEST
FILES
INPUT = d:\s\soft\tr20 w99\ward\sc02.DAT , GIVEN DATA FILE
OUTPUT = d:\s\soft\tr20 w99\ward\sc02.OUT , DATED 02/16/2001,08:49:48
FILES GENERATED - DATED 02/16/2001,08:49:48
NONE!
TOTAL NUMBER OF WARNINGS = 0, MESSAGES 1
*** TR-20 RUN COMPLETED ***
Page 8

Table 3.41
Upper Salem Creek Watershed
2000 Land Use Hydrologic/Hydraulic Summary
-Node Location Drainage Discharge (cfs) WSEI (ft)
Name Description Area 10- -
year 25-
year 30-
year 100- '
year 10-
year 25-
year SO-
year 100--.-
year:.
Upper Salem Creek
SC005 Upstream of confluence
with Peters Creek 45.62 6,170 7,113 8,588 10,689 742.8 743.7 745.9 747.6
SC085 Main Street 44.01 6363 7,410 8,615 10,367 755.4 756.4 757.5 758.3
SC135 Highway US-52 42.48 6,900 7,811 8,995 10,687 760.2 761.1 762.3 763.6
SC 170 Martin Luther King Jr.
Drive 41.74 7,241 8,282 9,478 11,183 764.6 765.6 766.9 768.4
SC175 Upstream of confluence
with Brushy Fork Creek 29.31 7,173 8,165 9,423 11,040 764.9 765.8 767.0 768.5
SC200 Reynolds Park Road 27.38 3,271 3,745 4,403 5,266 765.9 766.7 767.9 769.2
SC265 Salem Lake Spillway 26.24 3,274 3,750 4,406 5,272 778.7 779.1 779.7 780.4
Tributary 0
005 At mouth 0.10 200 247 250 200 746.3 747.1 748.0 749.9
040 Cascade Avenue 0.03 74 80 84 88 788.4 790.9 793.2 795.2
Tributary P
P05 At mouth, Walnut Street 0.09 57 61 65 69 760.2 760.2 760.3 760.3
P30 Washington Avenue 0.03 58 62 66 71 808.1 809.0 810.1 811.3
Tributary Q
Q03 At mouth 0.23 249 249 246 241 750.6 751.5 752.8 754.2
Q20 Main Street 0.16 413 450 497 552 776.6 776.7 776.7 776.8
Q55 " Haled Street 0.08 134 140 147 155 840.0 840.5 841.1 841.8
I Upper Salem Creek Watershed Master Plan
Table 3.4-1
Upper Salem Creek Watershed
2000 Land Use Hydrologic/Hydraulic Summary
Node Location Drainage Discharge (cfs_) WSEL (ft)
Name Description Area
(sq. mi.) 10-

year 257

year 50-

year 1 00-

year 10-

year ' ".ZS-

year SO- ,

year : i00-

year'
Tributary R
R005 At mouth 0.64 1,015 1,145 1,223. 1,469 754.9 755.8 756.9 757.4
R055 115 ft upstream of West
Street 0.20 475 573 1
1660
i 749 778.9 779.2 779.4 779.6
RB05 S At mouth, Academy 0.27 393 443 508 565 781.4 781.5 781.8 781.9
RB35 Wachovia Street 0.23 308 333 366 407 814.6 815.3 816.4 817.7
RB57 Highway 1-40 Business 0.13 255 270 288 305 844.1 844.1 844.0 843.9
Tributary S
SOS I At mouth, Alder Street 0.16 161 162 159 160 756.9 757.4 758.6 759.6
S30 Mock Street 0.07 180 193 204 218 796.9 797.8 799.4 800.6
Cloverleaf Branch - Tributary T
T005 I At mouth 0.89 1,417 1,433 1,545 1,620 757.7 758.6 759.9 760.9
T020 Stadium Drive 0.85 1,421 1,477 1,604 1,700 773.3 773.5 773.8 774.2
T035 Highway l-40Business 0.70 1,159 1,157 1,233 1,292 811.7 811.7 813.5 814.0
T060 Linden Street 0.38 914 978 1,304 2,245 834.7 834.9 836.1 836.4
T080 Third Street 0.14 241 250 263 327 853.3 854.4 856.4 856.6
Tributary U
U05 At mouth, Jones Street 0.15 322 388 392 488 762.0 763.1 764.5 766.2
U15 Diggs Boulevard 0.10 314 344 385 421 762.0 763.1 764.5 766.2
3-12
i
s
(See Flg. 3-2b)
Basin Boundary
® Winston-Salem City Boundary
- Major Roads
- Streams
- Model Reach
• Model Node
m
CD
N
w m scale: 1 in = .2 miles
N
n
.2 0.1 0 Mi .2 0.4
Model Schematic June 2W
City of Winston-Salem
HDRDVbwwi M Im Upper Salem Creek Watershed Flg 3-2a
ofThecardinas Master Plan
i
i
(See Fig. 3-2a)
---_P30 P20 _ SO UA05 U15
P15 ALO L120 V25 ?
P25 P 5 020- S U 1,2 U25
P10 0
S15 UA U30 Q
R 17 UA1
R010 00 S20 C
SC0755 R10 j C V27 3
V30
SC050 SCO 3,> iR20 S25 > CD
C065 S30 D
SC047 p03 I? V35 m
005 s35 0 ` ?,3
?
GQ SC045
S40 V40 ay a
A3
0 G?
!?C 010
11 S47 y V45 Ib
N/ SC040 ae S50 0
SCO35? 010 015 p12t_
005 - Basin Boundary
017 1030 '-
SC030 025
030 035 m Winston-Salem City Boundary
35
037 040 / - Major Roads
SC025 ? 040 050
G55 060 070
SC020 p75 Streams
SC015
C010 - Model Reach
5
.?r Model Node
N
ma scale: 1 in = .2 miles I
.2 0.1 0 mi .2 0.4
Im Model Schematic June 2000
City of Winston-Salem
HDR Engineering, inc. Upper Salem Creek Watershed Fig 3.2b
of The Carolinas Master Plan

I

I
u

Maximum Flows and Velocities (Existing Hydraulic Conditions)
Appendix

Lu>k

ame

C035-030
SCO40-035
SCO45-040
SCO47-045
SC050-047
SC055-050
SC060-055a

=

.10 -

260
6289
6326
6354
6373
6390
5719 2

Mar F

-25-

146
7176
7212
7241
7266
7287
6265 000Land

low (cfs)

0-vr

508
8537
8569
, 8591
8615
8640
6951 Use - Eust

_

:100 yr

0361
10341
10353
10366
10384
10409
7867 in H drau

. 10 r

.1
2.8
3.6
3.5
4.0
5.3 fic Conditi

Max Vel

5?yr -

.1
2.8
3.6
3.4
4.0
5.5 ons ,

ocity (fps)

50- .

.1
2.8
3.5
3.4
3.9
5.6 -.

,--.-

:.100

3.1
2.8
3.3
3.2
3.7
5.4

0

262
6291
6326
6353
6373
6390 Z

Max F

5 r .

7150
7183
7219
7248
7272
7292 010
Land Use - Existi

low (cfs)

. 50 yr 100 r

8508 10359
8534 10341
8563 10354
8586 10365
8612 -10386
8636 10411
n g Hydrau

0 yr

3.1
2.8
3.6
3.5
4.0
53
lic Conditi

Max.Vel

5-yr

3.1
-2.8
3.b
3.4
4.0
5.5
ons

ocit (s)

0-

3.1
2.8
3.5
3.4
3.9
5.6

0 r

3.1
2.8
3.3
3.2
3.7
5.4

0

6202
1 6228
6264
6288
6307
6322
2

Max F

5-
7152
7183
7222
7250
7275
7294
020 Land

low. (cfs)

0
8518
8544
8574
8599
8622
8646
Use Existi

0 yr
10363
10344
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658
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656 3079
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SC 120-115
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.
SC 123-120
SC 125-123
SC127-125
SC130-127
6829
6843
6827
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8985 9
10463
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10423
10437 3.0
4.8
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7697 8860
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8961 10430
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10428 3.1
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SC 135-130a
4586
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668 3.9 4.0 4.1 4.3 .6839 7712 8983 - 10433 3.9 4.0 4.2 43 6810 7714 8981 10438 3.9 4.0 4.1 4.3

SC135-130b
SC135-130c
SC135-130o
SC 140-135
SC 145-140a
SC 145-140b
SC 145-140o
SC 150-145
SC 155-150
SC 160-155
SC 165-160
SC170-165a
SC 170-165b
SC 170-165c
SC 175-170
SC180 175
SC 185-180
SC 190-185
SC195-190
SC200-195a
1317
948
0
6853
4233
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0
6866
6941
7034
7112
5976
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0
7174
3281
3276
3273
3270
2321
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4725
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7821
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0.0
2.6
2.7
3.7
2.9
93
6.9
0.0
5.3
3.5
1.3
2.9
2.1
5.1 5.7
5.6
5.5
0.0
4.8
7.1
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2.7
2.8
3.7
2.9
9.6
7.2
25
53
3.7
1.2
3.0
23
5.5 6.1
6.0
5.9
0.0
4.8
7.5
72
0.0
2.7
2.7
3.7
2.9
10.0
7.6
6.0
5.3
3.8
12
3.1
25
5.9 6.5
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8.0
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= 4724
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= `3760
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= :9417
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= 2986 6679
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52
3.8
1.2
3.2
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6.4
W:100162.0331ReportlUpper Salem CreeklAppendix.xls A-14
i
i
? n
'jap?
Water Surface Elevations (Existing Hydraulic Conditions)
?

odeu ?ItYeTI

levation " 2000 Land tTse ExistinH dlaulic Conditions

ax Stage (FTNGVD}

20I0 Land Existing
Use - ExistHydraulic
Conditions
Max Stage (FT.NGVD) a " a.. x

? 2020
Land Use Existinglic Conditions -
Max Stage
(FI,.NGVD)
- ID c` '(FTNGVD) . 10 25 - . s F 50 yr 100 yr 10 yr 25 yr
50
-yr

00-

0

0

:
10{1
SCO05
SCO10 726.6
728.0 742.8
744-2 743.7
745.1 745.
746. 4 747.
6 748.5 6 742.
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749.1
749.5

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SCO47 .
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SC050 .
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SC055 .
733
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SCO60 .
733
9 .
749
4 48.9
750 750.2 751.8 748.1 748.9 750.2 7518 748.1 748.9 750.2 751.8

SCO65 .
735
2 .
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SC070
SC075 .
736.9
737
0 .
753.7
754
5 .
754.4
755 752.7
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756.2

SCO80 .
7375 .
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SC085
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SC090 .
738
0 .
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7
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SC095 .
738
1 .
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SC 100 .
738
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SC 105 .
738
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SCI 10 .
739
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SC 115 .
739
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SC120 .
740
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6 .
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SC123 .
742
5 .
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SC 125 .
743
3 .
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7 5
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758 759.3 7603 757.3 758.2 759.3 7603 757.2 7582 759.3 760.3

SC 127 .
744
5 .
758
6 .5
759 759.7 760.9 757.7 758-5 -759.7 760.9 757.6 7585 759.7 760.9

SC130 .
745
1 .
759
3 5
760 760.6 761.8 758.6 759.5 760.6 761.8 758.6 759.5 760.6 761.8

SC135 .
7452 .
760
2 .1
76 761.2 762.4 759.3 760.1 761.2 762.4 759.2 760.1 761.2 762.4

SC 140
SC 145
SC 150
SC 155
SC 160
745.4
745.5
745.7
746.7
747
5 .
760.4
761.8
762.0
762.1
762
4 1.1
761.3
762.9
763.0
763.1
7 762.4
762.6
764.4
764.5
764.6 763.8
764.0
766.0
766.2
766.2 - 760.2
760.4
761.8
762.0
`. .. 762.1 761.1
7613
762.9
763.0
763:1 762.4
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764-5
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766.2
.. 766.2 760.2
760.4
761.8
761.9
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761.3
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763.0
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762.6
764.4
7645
764.6 763.8
764.0
766.0
766.2
766.2

SC 165
SC 170
SC 175
SC 180
SC185
SC 190
SC 195
SC200
SC205
SC210
SC215
SC220
SC225
SC230
SC235 .
750.8
751.9
754.1
754.8
756.1
756.2
756.5
756.6
756.8
757.2
757.5
757.7
759.0
762.0
762.1 .
763.0
764.6
764.8
765.0
765.0
765.3
765.5
765.8
766.0
766.2
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767.1
768.8
770.4
770.6 633
763.8
7655
765.7
765.9
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766.8
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767.4
769.2
770.9
771.1 764.7
765.1
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767.0
767.1
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767.4
767.8
767.9
768.0
768.0
768.2
769.7
771.5
771.7 766.3
766.7
768.3
768.4
768.5
768.6
768.',
768.8
769.2
769.3
769.3
769.4
7695
770.4 -
772.3
772.4 -. - ; 762.4
= 763.0
764.6
764.8
765.0
:' 765.0
- ' : 765.3
.` 765-5
765.8
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,.766.2
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. ----767.1
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770.4
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= - 765.5
765.7
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= 766.1
_ 7662
766.6
766-7-.
766.8
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--.- _:767.4
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767.4
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-- 7679
768.0
7680
- `7692
7647:
'- > =7715
- --=:2711 _ 7663

: - ::';.7683
768A
_ ,7685
768.6
7657
768:8
769.2
" 7693
r 769.3
- -7694
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762.9
764.6
764.8
765.0
765.0
765.3
765.4
765.8
766.0
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767.1
768.8
770.4
770.6 763.4
763.8
765.5
765.7
765.9
765.9
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766.6
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767.4
769.2
770.9
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765.1
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767.0
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767.1
767.3
767.4
767.8
767.9
768.0
768.0
768.2
769.7
7715
771.7 766.3
766.7
768.3
768.4
7685
768.6
768.7
768.8
769.2
769.3
769.4
769.4
7695
770.411
772.3
772.4

Appendix
A-29
HYDRAULIC ANALYSIS
SUPPORTING DOCUMENTATION
HEC-RAS MODEL
PROFILES AND CROSS-SECTIONS
100-YEAR FREQUENCY FLOW
Civitprk.rep
HEC-RAS September 1998 version 2.2
U.S. Army Corp of Engineers
Hydrologic Engineering Center
609 Second Street, Suite D
Davis, California 95616-4687
[phone]
X X XXXXXX XXXX XXXX XX XXXX
X X X X X X X X X X
X X X X X X X X X
XXXX XXX XXXX X XXX XXXX XXXXXX XXXX
X X X X X X X X X
X X X X X X X X X X
X X XXXXXX XXXX X X X X XXXXX
PROJECT DATA
Project Title: Civitan Park Floodplain Study
Project File : Civitprk.prj
Run Date and Time: 06/18/2001 5:01:09 PM
Project in English units
PLAN DATA
Plan Title: Civitan Park - Exist. Cond. 100 year
Plan File : C:\temp\HEC\RAS\Civitprk.p02
Geometry Title: Civitexist100
Geometry File : C:\temp\HEC\RAS\Civitprk.g02
Flow Title : CivitaNEXIST100
Flow File : C:\temp\HEC\RAS\Civitprk.f03
Plan Summary Information:
Number of: Cross Sections = 8 Mulitple Openings = 0
Culverts = 0 Inline Weirs = 0
Bridges = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculaton tolerance = 0.01
Maximum number of interations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
critical depth computed at all cross sections
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: CivitaNEXIST100
Flow File : C:\temp\HEC\RAS\Civitprk.f03
Flow Data (cfs)
River Reach RS 100 - year
Salem Creek Civitan park 8 10772
Boundary Conditions
Page 1
Civitprk.rep
River Reach Profile Upstream Downstream
Salem Creek Civitan park 100 - year Normal S = .003 Known WS = 766.2
GEOMETRY DATA
Geometry Title: Civitexist100
Geometry File : C:\temp\HEC\RAS\Civitprk.g02
CROSS SECTION RIVER: Salem Creek
REACH: Civitan park RS: 8
INPUT
Description: Cross Se ction 8 @ Surveyed Sect 2
Station Elevation Dat a num= 31
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 775 33 765 55 760 63 759 85 758
95 758 138 759 190 759 203 760 224 760
260 760 284 760.2 287 754 289 750 297 749
316 750 320 750.5 321 752 327 752.7 334 755.7
339 756 351 756.7 357 760 362 763 366 765
370 766 392 766 435 766 440 767 450 770
465 775
Manning's n Values num 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 10 190 .07 284 .055 366 .07 435 10
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
284 366 80 95 115 .3 .5
CROSS SECTION OUTPUT Profile #100 - year
E.G. Elev (ft) 767.74 Element Left OB Channel Right OB
Vel Head (ft) 0.61 Wt. n-Val. 0.201 0.055 0.072
W.S. Elev (ft) 767.13 Reach Len. (ft) 80.00 95.00 115.00
Crit W.S. (ft) 762.36 Flow Area (sq ft) 1919.54 1078.01 83.10
E.G. Slope (ft/ft) 0.002737 Area (sq ft) 1919.54 1078.01 83.10
Q Total (cfs) 10772.00 Flow (cfs) 2821.23 7852.98 97.79
Top Width (ft). 414.46 Top Width (ft) 258.03 82.00 74.43
Vel Total (ft/s) 3.50 Avg. Vel. (ft/s) 1.47 7.28 1.18
Max Chl Dpth (ft) 18.13 Hydr. Depth (ft) 7.44 13.15 1.12
Conv. Total (cfs) 205919.1 Conv. (cfs) 53931.0 150118.7 1869.3
Length Wtd. (ft) 88.93 Wetted Per. (ft) 259.04 92.12 74.67
Min Ch E1 (ft) 749.00 Shear (lb/sq ft) 1.27 2.00 0.19
Alpha 3.21 Stream Power (lb/ft s) 1.86 14.56 0.22
Frctn Loss (ft) 0.11 Cum Volume (acre-ft) 250.30 45.15 36.88
C & E Loss (ft) 0.24 Cum SA (acres) 37.42 2.74 7.39
Warning: The conveyance r atio (upst ream conveyance divided by downstream conveyance) is less
than 0.7 or grea ter than 1 .4. This may indicate the need for additional cross sections.
CROSS SECTION RIVER: Salem Creek
REACH: Civitan park RS: 7
INPUT
Description: Cross Sectio n 7 @ Surveyed Sect 3
Station Elevation Data num= 34
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 775 33 765 54 760 62 759 120 758
190 758 265 759 274 760 287 760 310 759.2
360 760 380 760.4 395 760 405 755 412 750.2
422 752 425 752 430 751 433 750 439 748
446 746.5 450 749 454 753 456 755 458 760
461 765 462 767 477 765 540 764 570 764
570 767 600 770 660 778 760 780
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
0 .07 380 .055 461 .07 600 10
Page 2
Civitprk.rep
Bank Sta: Left Right Lengths: L eft Channel Right Coeff Contr. Expan.
380 461 340 420 340 .2 .4
CROSS SECTION OUTPUT Profile #100 - year
E.G. Elev (ft) 767.39 Element Left OB Channel Right OB
Vel Head (ft) 0.13 Wt. n-Val. 0.070 0.055 0.070
W.S. Elev (ft) 767.26 Reach Len. (ft) 340.00 420.00 340.00
Crit W.S. (ft) 761.30 Flow Area (sq ft) 2848.50 1095.65 292.23
E.G. Slope (ft/ft) 0.000705 Area (sq ft) 2848.50 1095.65 292.23
0 Total (cfs) 10772.00 Flow (cfs) 6427.25 4039.84 304.91
Top Width (ft) 547.06 Top Width (ft) 354.46 81.00 111.60
Vel Total (ft/s) 2.54 Avg. Vel. (ft/s) 2.26 3.69 1.04
Max Chl Dpth (ft) 20.76 Hydr. Depth (ft) 8.04 13.53 2.62
Conv. Total (cfs) 405761.6 Conv. (cfs) 242102.9 152173.5 11485.2
Length Wtd. (ft) 363.91 Wetted Per. (ft) 355.54 94.00 115.99
Min Ch E1 (ft) 746.50 Shear (lb/sq ft) 0.35 0.51 0.11
Alpha 1.26 Stream Power (lb/ft s) 0.80 1.89 0.12
Frctn Loss (ft) 0.13 Cum Volume (acre-ft) 245.92 42.78 36.39
C & E Loss (ft) 0.04 Cum SA (acres) 36.86 2.56 7.14
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4. This may indicate the need for additional cross sections.
CROSS SECTION RIVER: Salem Creek
REACH: Civitan park RS: 6
INPUT
Description: Cross Section 6 @ Surveyed Sect 7
Station Elevation Data num= 35
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 790 40 770 50 768 55 764 100 762,
300 760 400 759.7 550 760 610 759 690 758
700 757 760 757 790 758 805 759 835 759
855 758 925 759 940 759.2 945 759 955 757
967 756.8 974 753 980 750 982 749 990 748
1000 746.8 1009 748 1017 750 1027 760 1030 762
1038 765 1250 766 1340 768 1350 770 1380 780
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .07 967 .055 1027 .07
Bank Sta: Left Right Lengths: Left Channel Right Coef f Contr. Expan.
967 1027 380 390 400 .1 .3
CROSS SECTION OUTPUT Profile #100 - year
E.G. Elev (ft) 767.22 Element Left OB Channel Right OB
Vel Head (ft) 0.04 Wt. n-Val. 0.070 0.055 0.070
W.S. Elev (ft) 767.19 Reach Len. (ft) 380.00 390.00 400.00
Crit W.S. (ft) 760.93 Flow Area (sq ft) 6957.33 1008.40 437.78
E.G. Slope (ft/ft) 0.000207 Area (sq ft) 6957.33 1008.40 437.78
0 Total (cfs) 10772.00 Flow (cfs) 8192.52 2398.55 180.93
Top Width (ft) 1252.46 Top Width (ft) 915.99 60.00 276.48
Vel Total (ft/s) 1.28 Avg. Vel. (ft/s) 1.18 2.38 0.41
Max Chl Dpth (ft) 20.39 Hydr. Depth (ft) 7.60 16.81 1.58
Conv. Total (cfs) 749502.5 Conv. (cfs) 5 70025.4 166888.0 12589.2
Length Wtd. (ft) 382.58 Wetted Per. (ft) 917.51 66.51 277.64
Min Ch E1 (ft) 746.80 Shear (lb/sq ft) 0.10 0.20 0.02
Alpha 1.41 Stream Power (lb/ft s) 0.12 0.47 0.01
Frctn Loss (ft) 0.08 Cum Volume (acre-ft) 207.65 32.64 33.54
C & E Loss (ft) 0.00 Cum SA (acres) 31.90 1.88 5.63
CROSS SECTION RIVER: Salem Creek
REACH: Civitan park RS: 5
INPUT
Description: Cross Section 5 @ Surveyed Sect 8
Station Elevation Data num- 26
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
Page 3
Civitprk.rep
0 774 30 768 50 766 100 765.5 220 764
320 762 570 762 710 760 750 758 800 757.2
950 757.2 1100 758 1170 758 1191 759.8 1195 756
1200 750 1202 748 1210 747 1215 746.3 1234 748
1239 753 1245 758 1250 763.5 1260 764 1380 764
1381 774
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 /07 1191 .055 1250 .07
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1191 1250 420 410 400 .1 .3
CROSS SECTION OUTPUT Profile #100 - year
E.G.'Elev (ft) 767.14 Element Left OB Channel Right OB
Vel Head (ft) 0.03 Wt. n-Val. 0.070 0.055 0.070
W.S. Elev (ft) 767.11 Reach Len. (ft) 420.00 410.00 400.00
Crit W.S. (ft) 759.99 Flow Area (sq ft) 7421.65 966.41 406.99
E.G. Slope (ft/ft) 0.000228 Area (sq ft) 7421.65 966.41 406.99
Q Total (cfs) 10772.00 Flow (cfs) 8240.68 2256.35 274.97
Top Width (ft) 1341.39 Top Width (ft) 1152.08 59.00 130.31
Vel Total (ft/s) 1.22 Avg. Vel. (ft/s) 1.11 2.33 0.6B
Max Chl Dpth (ft) 20.81 Hydr. Depth (ft) 6.44 16.38 3.12
Conv. Total (cfs) 712881.1 Conv. (cfs) 545360.7 149323.3 18197.1
Length Wtd. (ft) 414.68 Wetted Per. (ft) 1152.31 70.66 133.14
Min Ch E1 (ft) 746.30 Shear (lb/sq ft) 0.09 0.19 0.04
Alpha 1.40 Stream Power (lb/ft s) 0.10 0.46 0.03
Frctn Loss (ft) 0.09 Cum volume (acre-ft) 144.94 23.80 29.66
C & E Loss (ft) 0.00 Cum SA (acres) 22.88 1.35 3.76
CROSS SECTION RIVER: Salem Creek
REACH: Civitan park RS: 4
INPUT
Description: Cross Section 4 @ Surveyed sect 12
Station Elevation Data num= 40
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 772 40 768 80 766 100 764 140 764
400 762.8 500 764 600 762 660 760 690 759
735 758 760 757 765 756 770 755 780 755
850 756 900 757 915 758 928 757 941 757.2
943 751 950 747 958 744.3 963 744.3 971 745
978 745.3 982 747 985 753.5 997 757 1052 757
1100 756.6 1145 756 1165 757 1185 75B 1200 759
1210 761 1220 762 1230 764 1245 766 1300 770
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .07 941 .055 997 .07
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
941 997 210 170 140 .1 .3
CROSS SECTION OUTPUT Profile #100 - year
E.G. Elev (ft) 767.05 Element Left OB Channel Right OB
Vel Head (ft) 0.04 Wt. n-Val. 0.070 0.055 0.070
W.S. Elev (ft) 767.01 Reach Len. (ft) 210.00 170.00 140.00
Crit W.S. (ft) 759.04 Flow Area (sq ft) 5030.70 1042.82 2251.96
E.G. Slope (ft/ft) 0.000226 Area (sq ft) 5030.70 1042.82 2251.96
Q Total (cfs) 10772.00 Flow (cfs) 5124.25 2637.59 3010.16
Top Width (ft) 1198.94 Top Width (ft) 881.11 56.00 261.83
Vel Total (ft/s) 1.29 Avg. Vel. (ft/s) 1.02 2.53 1.34
Max Chl Dpth (ft) 22.71 Hydr. Depth (ft) 5.71 18.62 8.60
Conv. Total (cfs) 716831.6 Conv. (cfs) 340997.7 175520.3 200313.6
Length Wtd. (ft) 179.01 Wetted Per. (ft) 881.64 67.06 262.53
Min Ch E1 (ft) 744.30 Shear (lb/sq ft) 0.08 0.22 0.12
Alpha 1.53 Stream Power (lb/ft s) 0.08 0.55 0.16
Frctn Loss (ft) 0.04 Cum Volume (acre-ft) 84.90 14.34 17.45
C & E Loss (ft) 0.00 Cum SA (acres) 13.08 0.81 1.96
Page 4

Civitprk.rep
CROSS SECTION RIVER: Salem Creek
REACH: Civitan park RS: 3
INPUT
Description: Cross Section 3 @ Surve yed sect 13
Station Elevation Data num= 33
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 772 30 768 45 764 65 762 80 760
120 758 150 758 180 760 300 760 400 763
520 762 830 760 850 761 880 760 900 757
960 756 1010 756 1012 755.8 1022 750 1030 746
1032 744.7 1037 745 1044 746 1050 747 1053 750
1058 754 1068 754 1088 757 1200 756 1290 756
1310 760 1370 766 1450 770
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
0 10 400 .07 1012 .055 1088 .07
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1012 1088 165 160 155 .1 .3
CROSS SECTION OUTPUT Profile #100 - year
E.G. Elev (ft) 767.00 Element Left OB Channel Right OB
Vel Head (ft) 0.04 Wt. n-Val. 0.110 0.055 0.070
W.S. Elev (ft) 766.97 Reach Len. (ft) 165.00 160.00 155.00
Crit W.S. (ft) 758.82 Flow Area (sq ft) 6474.16 1208.73 2586.77
E.G. Slope (ft/ft) 0.000215 Area (sq ft) 6474.16 1208.73 2586.77
Q Total (cfs) 10772.00 Flow (cfs) 4516.27 .2883.00 3372.73
Top Width (ft) 1355.52 Top width (ft) 978.14 76.00 301.39
Vel Total (ft/s) 1.05 Avg. Vel. (ft/s) 0.70 2.39 1.30
Max Chl Dpth (ft) 22.27 Hydr. Depth (ft) 6.62 15.90 8.58
Conv. Total (cfs) 734001.2 Conv. (cfs) 307737.5 196446.5 229817.1
Length Wtd. (ft) 161.14 Wetted Per. (ft) 979.21 81.92 302.11
Min Ch E1 (ft) 744.70 Shear (lb/sq ft) 0.09 0.20 0.12
Alpha 2.05 Stream Power (lb/ft s) 0.06 0.47 0.15
Frctn Loss (ft) 0.04 Cum Volume (acre-ft) 57.17 9.95 9.67
C & E Loss (ft) 0.00 Cum SA (acres) 8.60 0.55 1.05
CROSS SECTION RIVER: Salem Creek
REACH: Civitan park RS: 2
INPUT
Description: Cross Section 2 Surveyed Sect. 15
Station Elevation Data num- 27
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 770 20 768 110 765 190 762 420 762.8
660 762 900 760 1030 757 1060 756 1080 755
1137 755 1176 756 1200 757 1210 750 1216 746
1231 746.7 1238 746.1 1244 747 1246 748 1249 749
1250 750 1255 755 1308 755 1325 757 1340 760
1345 765 1370 770
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
0 10 900 .07 1200 .055 1250 .07
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1200 1250 280 300 240 .2 .4
CROSS SECTION OUTPUT Profile #10 0 - year
E.G. Elev (ft) 766.96 Element Left OB Channel Right OB
Vel Head (ft) 0.07 Wt. n-Val. 0.122 0.055 0.070
W.S. Elev (ft) 766.89 Reach Len. (ft) 280.00 300.00 240.00
Crit W.S. (ft) 758.75 Flow Area (sq ft) 6847.68 932.04 1043.75
E.G. Slope (ft/ft) 0.000364 Area (sq ft) 6847.68 932.04 1043.75
Q Total (cfs) 10772.00 Flow (cfs) 5671.75 3195.84 1904.41
Top Width (ft) 1301.07 Top Width (ft) 1146.63 50.00 104.44
Vel Total (ft/s) 1.22 Avg. Vel. (ft/s) 0.83 3.43 1.82
Max Chl Dpth (ft) 20.89 Hydr. Depth (ft) 5.97 18.64 9.99
Page 5
Civitprk.rep
Conv. Total (cfs) 564494.1 Conv. (cfs) 297221.4 1 67474.2 99798.6
I Length Wtd. (ft) 284.40 Wetted Per. (ft) 1146.84 54.34 109.18
! Min Ch E1 (ft) 746.00 Shear (lb/sq ft) 0.14 0.39 0.22
(
Alpha 2.98 Stream Power (lb/ft s) 0.11 1.34 0.40
Frctn Loss (ft) 0.19 Cum Volume (acre-ft) 31.94 6.01 3.21
C & E Loss (ft) 0.08 Cum SA (acres) 4.58 0.32 0.33
I Warning: The conveyance ratio (upstr eam conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1. 4. This may indicate the need for addi tional cross sections.
CROSS SECTION RIVER: Salem Creek
REACH: Civitan park RS: 1
INPUT
Description: XSec 1 0 surveyed sect 16
Station Elevation Data num= 20
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 768 26 756 28 755 124 755 182 754
200 754 270 754.5 272 754 275 752.3 281 752.3
286 750 291 747.2 296 747 307 746 314 745.5
318 746 322 747 324 750 339 766 350 768
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
0 10 200 .07 281 .055 324 .07
Bank Sta: Left Right Lengths: L eft Channel Right Coeff Contr. Expan.
281 324 0 0 0 .3 .5
CROSS SECTION OUTPUT Profile #100 - year
E.G. Elev (ft) 766.68 Element Left OB Channel Right OB
Vel Head (ft) 0.48 Wt. n-Val. 0.205 0.055 0.070
W.S. Elev (ft) 766.20 Reach Len. (ft)
Crit W.S. (ft) 758.65 Flow Area (sq ft) 3090.46 814.60 123.11
E.G. Slope (ft/ft) 0.001608 Area (sq ft) 3090.46 814.60 123.11
Q Total (cfs) 10772.00 Flow (cfs) 4460.90 5990.87 320.22
Top Width (ft) 336.20 Top Width (ft) 277.10 43.00 16.10
Vel Total (ft/s) 2.67 Avg. Vel. (ft/s) 1.44 7.35 2.60
Max Chl Dpth (ft) 20.70 Hydr. Depth (ft) 11.15 18.94 7.65
Conv. Total (cfs) 268610.3 Conv. (cfs) 111237.0 149388.3 7985.0
Length Wtd. (ft) Wetted Per. (ft) 280.10 46.06 23.05
Min Ch El (ft) 745.50 Shear (lb/sq ft) 1.11 1.78 0.54
Alpha 4.36 Stream Power (lb/ft s) 1.60 13.06 1.39
Frctn Loss (ft) Cum Volume (acre-ft)
C & E Loss (ft) Cum SA (acres)
SUMMARY OF MANNING'S N VALUES
River:Salem Creek
Reach River Sta. nl n2 n3 n4 n5
Civitan park 8 10 .07 .055 .07 10
Civitan park 7 .07 .055 .07 10
Civitan park 6 .07 .055 .07
Civitan park 5 .07 .055 .07
Civitan park 4 .07 .055 .07
Civitan park 3 10 .07 .055 .07
Civitan park 2 10 .07 .055 .07
Civitan park 1 10 .07 .055 .07
SUMMARY OF REACH LENGTHS
River: Salem Creek
Reach River Sta. Left Channel Right
Page 6
I
Civitprk.rep
Civitan park 8 80 95 115
Civitan park 7 340 420 340
Civitan park 6 380 390 400
Civitan park 5 420 410 400
Civitan park 4 210 170 140
Civitan park 3 165 160 155
Civitan park 2 280 300 240
Civitan park 1 0 0 0
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Salem Creek
Reach River Sta. Contr. Expan.
Civitan park 8 .3 .5
Civitan park 7 .2 .4
Civitan park 6 .1 .3
Civitan park 5 .1 .3
Civitan park 4 .1 .3
Civitan park 3 .1 .3
Civitan park 2 .2 .4
Civitan park 1 .3 .5
ERRORS WARNINGS AND NOTES
Errors Warnings and Notes for Plan : Civexist100
River: Salem Creek Reach: Civitan park RS: 8 Profile: 100 - year
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7
or greater than 1.4.
This may indicate the need for additional cross sections.
River: Salem Creek Reach: Civitan park RS: 7 Profile: 100 - year
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7
or greater than 1.4.
This may indicate the need for additional cross sections.
River: Salem Creek Reach: Civitan park RS: 2 Profile: 100 - year
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7
or greater than 1.4.
This may indicate the need for additional cross sections.
Page 7
HEC-RAS Plan: Civexist100 River: Salem Creek Reach: Civitan park

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_

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s r?." ft tt x r
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ark \ 8
Civrta 10772
00 749.00 767.13 762.36 0.002737
767.74 7.20 ' 3080.65 414.46 0.35
,
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Givitan park 10772
00 746.50 767.26 761.30 767.39 0.000705 3.6?J 4236.37 547.06 0.18
.
' t r
lvita
n park 3f 10772.00 746.80 767.19 760.93 767.22 0.000207 2.38 8403.51 1252.46 0.10
?
v
ivitan pa?k5y{
it an a"rk4` i 3
P
rcV
10772.00
10772.00
746.30
744.30
767.11
767.01
759.99
759.04
767.14
767.05
0.000228
0.000226
2.33
2.53
8795.04
8325.48
1341.39
1198.94
0.10
0.10
6vrtan- 10772.00 744.70 766.97 758.82 767.00 0.000215 2.39 10269.66 1355.52 0.11
CiVrtarL?7arfc 10772.00 746.00 766.89 758.75 766.96 0.000364 3.43 8823.47 1301.07 0.14
1a { ''
Civrta pa! 10772.00 745.50 766.20 758.65 766.68 0.001608 7.35 4028.17 336.20 0.30
.
HEC-RAS Plan: Civexist100 River: Salem Creek Reach: Civitan park
r
R VetC y ePtb G^ :. WWFM
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ft) I
k 8 fi', 10772
00
w
t 749
00 767.13 767.74 7.28 2.00 13.15 0.002737 0.35 14.56
x
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r
an pa .
a
ivitan Pa(k 7" z 10772.00 746.50 767.26 767.39 3.69 0.51 13.53 0.000705 0.18 1.89
ivitan park 610772.00 746.80 767.19 767.22 2.38 0.20 16.81 0.000207 0.10 0.47
10772.00 746.30 767.11 767.14 2.33 0.19 16.38 0.000228 0.10 0.46
L.
:ivrta park q`k 10772.00
744.30
767.01
767.05
2.53
0.22
18.62
0.000226
0.10
0.55
ivita'a(k ?3;F 3g 10772.00 744.70 766.97 767.00 2.39 0.20 15.90 0.000215 0.11 0.47
:ivrtan park 2 10772.00 746.00 766.89 766.96 3.43 0.39 18.64 0.000364 0.14 1.34
;ivitart park ^ 't 1 10772.00 745.50 766.20 766.68 7.35 1.78 18.94 0.001608 0.30 13.06
HEC-RAS Plan: Civexist100 River: Salem Creek Reach: Civitan park
Civet
Givif
Ra ch ? K ? C'??E?ev ?. el tl t Lyoss?? C &< ? ?. a °o u

te park'3 767.74 767.13 0.61 0.11 0.24 2821.23 7852.98 97.79 414.46

P?
n park
47

767.39

767.26

0.13

0.13

0.04

6427.25

4039.84

304.91

547.06
yt
Ottrk 767.22 767.19 0.04 0.08 0.00 8192.52 2398.55 180.93 1252.46
?
?n past `? t,z 767.14 767.11 0.03 0.09 0.00 8240.68 2256.35 274.97 1341.39
paYk5 767.05 767.01 0.04 0.04 0.00 5124.25 2637.59 3010.16 1198.94
767.00 766.97 0.04 0.04 0.00 4516.27 2883.00 3372.73 1355.52
gin: arkZ :'r 766.96 766.89 0.07 0.19 0.08 5671.75 3195.84 1904.41 1301.07
an 'Pa rk 1 766.68 766.20 0.48 4460.90 5990.87 320.22 336.20
a
a
Civitan Park - Exist. Cond. 100 year 06/1812001
Civitan park
Legend
--------- ------------ ------ ---------- --------- --------- ---------
---------- -------------------
:--• -----• -.----
-
---------?---------•-------•-•- --=-- --?- - ? WS 100 -year
G
d
770 -------------------- --------- -------------------- ---------------------
--------- --------------------- ------ --------- ----------
--- roun
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---------
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765

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745
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---- --------- --------- ---------
--------- --------- --------- --------- ---------

--------- ---------
-------------------
740
0 500 1000 1500 2000
Main Channel Distance (ft)
1 in Honz. = zau n i in ven. = 6 n

Civitan Park- Exist. Cond. 100 year 06/18/2001
River = Salem Creek Reach = Civitan park XSec 1 @, surveyed sect 16 RS =1
.07 ?k 055 - .07 -?
10
.
Legend
770-
........... }.._--_-•_}-----__--}_-____---}.._---••- -•---._--}______--_}______---F--___----}--------- ---------}___---_--}.____-__-F-______-_}-_____--_ -------- ........... }---------- --------- }--------- ---------- __--___-_}.
WS 100 - year

¦
-------- -------------------- ----------- -------- ---- ------ ---- .---- ................... ----- --------- ------ ------ --------
Ground

Bank Sta

765
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760
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755
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
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r
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750

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.

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---------------------
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.
745 1
0 00 2 00 3 00 4 00
Station (ft)
1 in Horiz. = 50 tt 1 in Vert. = D rL
Civitan Park- Exist. Cond. 100 year 06/18/2001
River = Salem Creek Reach = Civitan park Cross Section 2 Surveyed Sect 15 RS = 2
.07---)
10
.
Legend
770 ;

r l r

;;;;?
1
. 1 1, 1 1
r

r l r
r
' '
!

WS 100 -year
t •___.}----- {----- '. __•__?_••__{ .....
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765
I I r I r
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I r r r r r ;
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_ -- _ -- '

745
0 500 1000 1500
Station (ft)
1 In lion. = zuu iI 1 in ven. = o u
Civitan Park- Exist. Cond. 100 year 06/18/2001
River = Salem Creek Reach = Civitan park Cross Section 3 @ Surveyed sect 13 RS = 3
10. .07 .05571t -.07 -?
egen
775
i
,
:
:

i
WS 100 -year
------
-----
-•--- i i
Gr.
- -

---•- ----•---•-,----•-•-----•--•--,----- ------ I ------ ----- •-----,------•-----•---------••-• ........ -- •-- --,-- Bank Sta
770
------
---------------------------------

765
------ ----- ------
------- -
.. - -- - - -- ---- --- - - - -- ------ ------
0 760
? ? i i
w
--------------- -------------- --- ---
- - - -
------------------ ------ --------------------
----- ------------- ----- --
755
750
-
------------------ ------ ------
------ ------ ------ -----
-- -- --------------------------------------------------------
-------------------------------
745
0 500 1000 1500
Station (ft)
1 In Horiz. = zoo n 1 in ven. = o Ti
Civitan Park- Exist. Cond. 100 year 06/18/2001
River = Salem Creek Reach = Civitan park Cross Section 4 @ Surveyed sect 12 RS = 4
07 4-055 .07-?
775
--------------------- ---- ----------- -
770

765
----------------------- - ------------

? 760

755
ZL
----- - ----- ------------------------ -----------
= 200 1 In Vert. =
Station (ft)
Legend
--------------------------
WS 100 - year
- •- ---- -- -- ----
........................ Ground
• ----- ------- ------ ---- ----------------- i
•
Bank Sta
Civitan Park- Exist. Cond. 100 year 06/18/2001
River = Salem Creek Reach = Civitan park Cross Section 5 @ Surveyed Sect 8 RS = 5
.07 *055?-, 07 -?
egen
-- - -- --- •. -----

WS 1 year
..... -- ---- --- --- - - -- • --- - --- •-- -• ---
------.......................
.
----
Gr nd
775

Bank Sta
•------ .. ------ °. ...................................... ........................ . ........................ -- - ------ -----------------------
770
-------------

765
- -------------------

v .•--•--•••.----•-•--••- ..••-•- •..----•-.......... .
..

-----_-_--------

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--
------------------
------ 7
__ -
W 760
--- - - ------------------------------
------------------------------
-----
755
------------
------------
--------------
750
----------
----- -- -----------------
745 1500
0 500 1000
Station (ft)
7 in Pori. =1uu n i in ven. = 6 n
Civitan Park- Exist. Cond. 1 00 year 06118/2001
River = Salem Creek Reach = Civitan park Cr oss Section 6 @ Surveyed Sect 7 RS = 6
0 7 05 5 .0
n?e-
--

•
•--- -----
------•-----•-----•-----
- - - • - ......
--- - -
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------

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S 100 year
•••-- •-
----
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;
Ground
775
i i

------
------------ ------
-----

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i
Bank Sta

'
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770

765
------- -----------------------------------
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755
---------- ------ -----
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--
------ ------ -----
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----- ------------
750
500 1000 1500
Station (ft)
1 In Horiz. = 200 ft 1 in Vert. = o rt
Civitan Park- Exist. Cond. 100 year 06/18/2001
River = Salem Creek Reach = Civitan park Cross Section 7 @ Surveyed Sect 3 RS = 7
07 -{- 055 - .07 10.
-
.
Legend

- WS 100 -year
---?----•---- --•----- ---------+-°-----•;----------•-•------,--------- ---------:---------;---°----+---------+------•-- ------- ---- ------

----------------------------------- ? Ground
------
--------- --------

Bank Sta
775

-

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- ----------------------------------------------
----;-----•---

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770
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--------- -------------•--•--+•---

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765
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- -• -------------------------- •--• ------ ------------------------------------------ ---- -----

760

----
---------4------------------- --------------------
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755

--------

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750
--
--------- -------- --------- ---------
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- ...... ---------

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---
------
-
I
0 200 400 66o 800
Station (ft)
1 In Hor¢. = 1 uu it i in von. = u it
Civitan Park - Exist. Cond. 100 year 06/18/2001
River = Salem Creek Reach = Civitan park Cross Section 8 @ Surveyed Sect 2 RS = 8
10. 3-1 .07 ?1< .055 - -- 7. ? 10.?
Legend
-••----- ............. -----•--• .........................

•WS 100 year
---•---- -••-••......•--• ...................... ------------------------------------------ ------------------------------ --------------------------------------- ........... '
..........
..........
..........
...........
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.
.
.
775 Ground
i

Bank Sta
-------------------•-------- -•------- ------ •--------------------------- ----- -------------- ------ ................... --------- ---------------------

770
--
----------
--------------------------------------------------
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--------- --------------------------
765
-------- ---------•---------•--•-•----• -------- ---------------------
...........................
............................. -•--•-- -----
-- ................
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--- ---•- --- - --•- ..•• ----° ----- •••-- •--•- •••• --•-
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--- --------- --
--------- -------
755
---------
--- -------

750
---- ---------
745 400 600 800
0 200
Station (ft)
i in nonz. =, uu n i m VCR. = 0 R
4d
I

HYDRAULIC ANALYSIS
SUPPORTING DOCUMENTATION
HEC-RAS MODEL
FLOWS BETWEEN
I AND 2-YEAR

CIVITBnk.rep
HEC-RAS September 1998 Version 2.2
O.S. Army Corp of Engineers
Hydrologic Engineering Center
609 Second Street, Suite D
Davis, California 95616-4687
[phone]
X X XXXXXX XXXX
X X X X X
X X X X
XXXX XXX XXXX X
X X X X
X X X X X
X X XXXXXX XXXX
XXXX XX XXXX
X X X X X
X X X X X
XXX XXXX XXXXXX X)=
X X X X X
X X X X X
X X X X XXXXX
PROJECT DATA
Project Title: Civitan Park Bankfull Study
Project File : CIVITBnk.prj
Run Date and Time: 06/18/2001 5:09:17 PM
Project in English units
PLAN DATA
Plan Title: Civitan Park - Exist. Cond. Bankfull
Plan File : C:\temp\HEC\RAS\CIVITBnk.p02
Geometry Title: Civitexistbnk
Geometry File : C:\temp\HEC\RAS\CIVITBnk.g02
Flow Title : CivitaNEXISTbnk
Flow File : C:\temp\HEC\RAS\CIVITBnk.f03
Plan Summary Information:
Number of: Cross Sections = 8 Mulitple Openings = 0
Culverts = 0 Inline weirs 0
Bridges 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculaton tolerance = 0.01
Maximum number of interations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed at all cross sections
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: CivitaNEXISTbnk
Flow File : C:\temp\HEC\RAS\CIVITBnk.f03
Flow Data (cfs)
River Reach RS bankfull PF 2
Salem Creek Civitan park 8 800 1350
PF 3 PF 4 PF 5
1800 2150 3000
Page 1
Boundary Conditions
River Reach Profile
Salem Creek Civitan park bankfull
Salem Creek Civitan park PF 2
Salem Creek Civitan park PF 3
Salem Creek Civitan park PF 4
Salem Creek Civitan park PF 5
GEOMETRY DATA
Geometry Title: Civitexistbnk
Geometry File : C:\temp\HEC\RAS\CIVITBnk.g02
Upstream
Normal S - .003
Normal S - .003
Normal S - .003
Normal S - .003
Normal S -.003
CROSS SECTION RIVER: Salem Creek
REACH: Civitan park RS: 8
INPUT
Description: Cross Section 8 @ Surveyed Sect 2
Station Elevation Data num 31
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 775 33 765 55 760 63. 759 85 758
95 758 138 759 190 759 203 760 224 760
260 760 284 760.2 287 754 289 750 297 749
316 750 320 750.5 321 752 327 752.7 334 755.7
339 756 351 756.7 357 760 362 763 366 765
370 766 392 766 435 766 440 767 450 770
465 775
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 10 190 .07 284 .035 366 .07 435 10
Bank Sta: Left Ri ght Lengths: Left Ch annel Right Coeff Contr. Expan.
284 366 80 95 115 .3 .5
CROSS SECTION OUTPU T Profile #bankfull
¦ E.G. Elev (ft) 754.39 Element
Vel Head (ft) 0.42 Wt. n-Val.
W.S. Elev (ft) 753.97 Reach Len. (ft)
Crit W.S. (ft) 752.38 Flow Area (sq ft)
E.G. Slope (ft/ft) 0.003058 Area (sq ft)
Q Total (cfs) 800.00 Flow (cfs)
Top Width (ft) 42.94 Top Width (ft)
Vel Total (ft/s) 5.20 Avg. Vel. (ft/s)
Max Chl Dpth (ft) 4.97 Hydr. Depth (ft)
Conv. Total (cfs) 14466.1 Conv. (cfs)
Length Wtd. (ft) 95.00 Wetted Per. (ft)
Min Ch E1 (ft) 749.00 Shear (lb/sq ft)
Alpha 1.00 Stream Power (lb/ft s)
Frctn Loss (ft) 0.26 Cum Volume (acre-ft)
C S E Loss (ft) 0.04 Cum SA (acres)
CROSS SECTION OUTPUT Profile #PF 2
'
E.G. Elev (ft) 756.20 Element
Vel Head (£t) 0.53 Wt. n-Val.
W.S. Elev (ft) 755.67 Reach Len. (ft)
Crit W.S. (ft) 753.48 Flow Area (sq ft)
E.G. Slope (ft/ft) 0.002654 Area (sq ft)
Q Total (cfs) 1350.00 Flow (cfs)
Top Width (ft) 47.74 Top Width (ft)
Vel Total (ft/s) 5.85 Avg. Vel. (ft/s)
Max Chl Dpth (ft) 6.67 Hydr. Depth (ft)
Conv. Total (cfs) 26202.8 Conv. (cfs)
Length Wtd. (ft) 95.00 Wetted Per. (ft)
Min Ch E1 (ft) 749.00 Shear (lb/sq ft)
Alpha 1.00 Stream Power (lb/ft s)
Page 2
CIVITBnk.rep
Left OB
80.00
Left OB
80.00
Channel
0.035
95.00
153.78
153.78
800.00
42.94
5.20
3.58
14466.1
46.62
0.63
3.28
8.47
1.90
Channel
0.035
95.00
230.89
230.89
1350.00
47.74
5.85
4.84
26202.8
52.83
0.72
4.23
Downstream
Normal S - .003
Normal S = .003
Normal S - .003
Normal S - .003
Normal S = .003
Right OB
115.00
0.01
0.01
Right OB
115.00
CIVITBnk.rep
Frctn Loss (ft) 0.22 Cum Volume (acre-ft) 11.88 0.03
C & E Loss (ft) 6.05 Cum SA (acres) 2.07 0.02
CROSS SECTION OUTPUT Profile #PF 3
E.G. Elev (ft) 757.45 Element Left OB Channel Right OB
Vel Head (ft) 0.55 Wt. n-Val. 0.035
W.S. Elev (ft) 756.90 Reach Len. (ft) 80.00 95.00 115.00
Crit W.S. (ft) 754.20 Flow Area (sq ft) 302.15
E.G. Slope (ft/ft) 0.002894 Area (sq ft) 302.15
Q Total (cfs) 1800.00 Flow (cfs) 1800.00
Top Width (ft) 65.77 Top Width (ft) 65.77
Vel Total (ft/s) 5.96 Avg. Vel. (ft/s) 5.96
Max Chl Dpth (ft) 7.90 Hydr. Depth (ft) 4.59
Conv. Total (cfs) 33458.3 Conv. (cfs) 33458.3
Length Wtd. (ft) 95.00 Wetted Per. (ft) 71.73
Min Ch E1 (ft) 749.00 Shear (lb/sq ft) 0.76
Alpha 1.00 Stream Power (lb/ft s) 4.53
Frctn Loss (ft) 0.22 Cum Volume (acre-ft) 0.02 14.38 0.05
C & E Loss (ft) 0.04 Cum SA (acres) 0.02 2.26 0.03
CROSS SECTION OUTPUT Profile #PF 4
E.G. Elev (ft) 758.28 Element Left OB Channel Right OB
Vel Head (ft) 0.57 Wt. n-Val. 0.035
W.S. Elev (ft) 757.71 Reach Len. (ft) 80.00 95.00 115.00
Crit W.S. (ft) 754.71 Flow Area (sq ft) 356.03
E.G. Slope (ft/ft) 0.002504 Area (sq ft) 356.03
Q Total (cfs) 2150.00 Flow (cfs) 2150.00
Top Width (ft) 67.63 Top Width (ft) 67.63
Vel Total (ft/s) 6.04 Avg. Vel. (ft/s) 6.04
Max Chl Dpth (ft) 8.71 Hydr. Depth (ft) 5.26
Conv. Total (cfs) 42962.0 Conv. (cfs) 42962.0
Length Wtd. (ft) 95.00 Wetted Per. (ft) 74.30
Min Ch E1 (ft) 749.00 Shear (lb/sq ft) 0.75
Alpha 1.00 Stream Power (lb/ft s) 4.52
Frctn Loss (ft) 0.20 Cum Volume (acre-ft) 0.22 16.13 0.07
C & E Loss (ft) 0.02 Cum SA (acres) 0.53 2.35 0.03
CROSS SECTION OUTPUT Profile #PF 5
E.G. Elev (ft) 759.88 Element Left OB Channel Right OB
Vel Head (ft) 0.66 Wt. n-Val. 8.192 0.035
W.S. Elev (ft) 759.22 Reach Len. (ft) 80.00 95.00 115.00
Crit W.S. (ft) 755.93 Flow Area (sq ft) 71.28 460.93
E.G. Slope (ft/ft) 0.002241 Area (sq ft) 71.28 460.93
Q Total (cfs) 3000.00 Flow (cfs) 0.41 2999.59
Top Width (ft) 202.79 Top Width (ft) 131.67 71.11
Vel Total (ft/s) 5.64 Avg. Vel. (ft/s) 0.01 6.51
Max Chl Dpth (ft) 10.22 Hydr. Depth (ft) 0.54 6.48
Conv. Total (cfs) 63366.4 Conv. (cfs) 8.7 63357.7
Length Wtd. (ft) 94.72 Wetted Per. (ft) 131.73 79.12
Min Ch E1 (ft) 749.00 Shear (lb/sq ft) 0.08 0.82
Alpha 1.33 Stream Power (lb/ft s) 0.00 5.31
Frctn Loss (ft) 0.19 Cum Volume (acre-ft) 5.45 19.75 1.15
C & E Loss (ft) 0.03 Cum SA (acres) 7.83 2.51 1.91
Warning: Divided flow computed for this cross-section.
CROSS SECTION RIVER: Salem Creek
REACH: Civitan park RS: 7
INPUT
Description: Cross Section 7 @ Surveyed Sect 3
Station Elevation D ata num= 34
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 775 33 765 54 760 62 759 120 758
190 758 265 759 274 760 287 760 310 759.2
360 760 380 760.4 395 760 405 755 412 750.2
422 752 425 752 430 751 433 750 439 748
Page 3
446 746.5 450
' 461 765 462
570 767 600
Manning's n Values
Sta n Val Sta
0 .07 380
Bank Sta: Left Right
380 461
CROSS SECTION OUTPUT
E.G. Elev (ft)
Vel Head (ft)
W.S. Elev (ft)
Crit W.S. (ft)
E.G. Slope (ft/ft)
Q Total (cfs)
Top Width (ft)
Vel Total (ft/s)
Max Chl Dpth (ft)
Conv. Total (cfs)
Length Wtd. (ft)
Min Ch E1 (ft)
Alpha
Frctn Loss (ft)
C & E Loss (ft)
CROSS SECTION OUTPUT
E.G. Elev (ft)
Vel Head (ft)
W.S. Elev (ft)
Crit W.S. (ft)
E.G. Slope (ft/ft)
Q Total (cfs)
Top Width (ft)
Vel Total (ft/s)
Max Chl Dpth (ft)
Conv. Total (cfs)
Length Wtd. (ft)
Min Ch E1 (ft)
Alpha
' Frctn Loss (ft)
C & E Loss (ft)
CROSS SECTION OUTPUT
E.G. Elev (ft)
Vel Head (ft)
W.S. Elev (ft)
Crit W.S. (ft)
E.G. Slope (ft/ft)
Q Total (cfs)
Top Width (ft)
Vel Total (ft/s)
Max Chl Dpth (ft)
Conv. Total (cfs)
Length Wtd. (ft)
Min Ch El (ft)
Alpha
Frctn Loss (ft)
C & E Loss (ft)
CIVITBnk.rep
749 454 753 456 755 458 760
767 477 765 540 764 570 764
770 660 778 760 780
num= 4
n Val Sta n Val Sta n Val
.035 461 .07 600 10
Lengths: Left Channel Right Coeff Contr.' Expan.
340 420 340 .2 .4
Profile #bankfull
754.09
0.34
753.75
752.08
0.002521
800.00
47.92
4.68
7.25
15934.7
420.00
746.50
1.00
0.79
0.03
Element
Wt. n-Val.
Reach Len. (ft)
Flow Area (sq ft)
Area (sq ft)
Flow (cfs)
Top Width (ft)
Avg. Vel. (ft/s)
Hydr. Depth (ft)
Conv. (cfs)
Wetted Per. (ft)
Shear (lb/sq ft)
Stream Power (lb/ft s)
Cum Volume (acre-ft)
Cum SA (acres)
Left OB
340.00
Channel
0.035
420.00
171.02
171.02
800.00
47.92
4.68
3.57
15934.7
52.60
0.51
2.39
8.12
1.80
Right OB
340.00
Profile #PF 2
755.92 Element
0.42 Wt. n-Val.
755.50 Reach Len. (ft)
753.02 Flow Area (sq ft)
0.002063 Area (sq ft)
1350.00 Flow (cfs)
52.21 Top Width (ft)
5.21 Avg. Vel. (ft/s)
9.00 Hydr. Depth (ft)
29725.2 Conv. (cfs)
420.00 Wetted Per. (ft)
746.50 Shear (lb/sq ft)
1.00 Stream Power (lb/ft s)
0.71 Cum Volume (acre-ft)
0.03 Cum SA (acres)
Profile #PF 3
757.20 Element
0.48 Wt. n-Val.
756.72 Reach Len. (ft)
753.68 Flow Area (sq ft)
0.001895 Area (sq ft)
1800.00 Flow (cfs)
55.13 Top Width (ft)
5.55 Avg. Vel. (ft/s)
10.22 Hydr. Depth (ft)
41351.5 Conv. (cfs)
420.00 Wetted Per. (ft)
746.50 Shear (lb/sq ft)
1.00 Stream Power (lb/ft s)
0.67 Cum Volume (acre-ft)
0.03 Cum SA (acres)
CROSS SECTION OUTPUT Profile #PF 4
E.G. Elev (ft) 758.05 Element
Vel Head (ft) 0.53 Wt. n-Val.
W.S. Elev (ft) 757.53 Reach Len. (ft)
Crit W.S. (ft) 754.13 Flow Area (sq ft)
Page 4
Left OB
340.00
Left OB
340.00
0.02
0.02
Channel
0.035
420.00
258.98
258.98
1350.00
52.21
5.21
4.96
29725.2
58.26
0.57
2.98
11.35
1.96
Channel
0.035
420.00
324.27
324.27
1800.00
55.13
5.55
5.88
41351.5
62.29
0.62
3.42
13.70
2.12
0.01
0.01
Right OB
340.00
0.03
0.02
Right OB
340.00
0.05
0.03
Left OB Channel Right OB
0.035
340.00 420.00 340.00
369.65

l
1
CIVITBnk.rep
E.G. Slope (ft/ft) 0.001848 Area (sq ft) 369.65
Q Total (cfs) 2150.00 Flow (cfs) 2150.00
Top Width (ft) 57.07 Top Width (ft) 57.07
Vel Total (ft/s) 5.82 Avg. Vel. (ft/s) 5.82
Max Chl Dpth (ft) 11.03 Hydr. Depth (ft) 6.48
Conv. Total (cfs) 50014.3 Conv. (cfs) 50014.3
Length Wtd. (ft) 420.00 Wetted Per. (ft) 64.97
Min Ch El (ft) 746.50 Shear (lb/sq ft) 0.66
Alpha 1.00 Stream Power (lb/ft s) 3.82
Frctn Loss (ft) 0.67 Cum Volume (acre-ft) 0.22 15.34
C & E Loss (ft) 0.03 Cum SA (acres) 0.53 2.21

CROSS SECTION OUTPUT Profile #PF 5
E.G. Elev (ft) 759.66 Element Left OB Channel
Vel' Head (ft) 0.59 Wt. n-Val. 0.070 0.035
W.S. Elev (ft) 759.07 Reach Len. (ft) 340.00 420.00
Crit W.S. (ft) 755.18 Flow Area (sq ft) 150.29 460.36
E.G. Slope (ft/ft) 0.001777 Area (sq ft) 150.29 460.36
Q Total (cfs) 3000.00 Flow (cfs) 109.65 2890.35
Top Width (ft) 264.91 Top Width (ft) 204.15 60.76
Vel Total (ft/s) 4.91 Avg. Vel. (ft/s) 0.73 6.28
Max Chl Dpth (ft) 12.57 Hydr. Depth (ft) 0.74 7.58
Conv. Total (cfs) 71159.3 Conv. (cfs) 2600.9 68558.4
Length Wtd. (ft) 416.82 Wetted Per. (ft) 204.17 70.07
' Min Ch E1 (ft) 746.50 Shear (lb/sq ft) 0.08 0.73
Alpha 1.57 Stream Power (lb/ft s) 0.06 4.58
Frctn Loss (ft) 0.63 Cum Volume (acre-ft) 5.25 18.75
C & E Loss (ft) 0.03 Cum SA (acres) 7.52 2.36
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CROSS SECTION RIVER: Salem Creek
REACH: Civitan park RS: 6
INPUT
Description: Cross Section 6 @ Surveyed Sect 7
Station Elevation Data num= 35
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 790 40 770 50 768 55 764 100 762
300 760 400 759.7 550 760 610 759 690 758
700 757 760 757 790 758 805 759 835 759
855 758 925 759 940 759.2 945 759 955 757
967 756.8 974 753 980 750 982 749 990 748
t 1000 746.8 1009 748 1017 750 1027 760 1030 762
1038 765 1250 766 1340 768 1350 770 1380 780
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .07 967 .035 1027 .07
Bank Sta: Left Right Lengths: Left Channel Right Coef f Contr. Expan.
967 1027 380 390 400 .1 .3
CROSS SECTION OUTPUT Profile #bankfull
E.G. Elev (ft) 753.26 Element Left OB Channel
Vel Head (ft) 0.26 Wt. n-Val. 0.035
W.S. Elev (ft) 753.00 Reach Len. (ft) 380.00 390.00
' Crit W.S. (ft) 750.56 Flow Area (sq ft) 194.87
E.G. Slope (ft/ft) 0.001470 Area (sq ft) 194.87
Q Total (cfs) 800.00 Flow (cfs) 800.00
Top Width (ft) 46.00 Top Width (ft) 46.00
Vel Total (ft/s) 4.11 Avg. Vel. (ft/s) 4.11
Max Chl Dpth (ft) 6.20 Hydr. Depth (ft) 4.24
Conv. Total (cfs) 20868.3 Conv. (cfs) 20868.3
Length Wtd. (ft) 390.00 Wetted Per. (ft) 48.64
Min Ch E1 (ft) 746.80 Shear (lb/sq ft) 0.37
Alpha 1.00 Stream Power (lb/ft s) 1.51
Frctn Loss (ft) 0.58 Cum Volume (acre-ft) 6.35
C & E Loss (ft) 0.00 Cum SA (acres) 1.35
Page 5
0.07
0.03
Right OB
340.00
1.15
1.91
Right OB
400.00
0.01
0.01

CIVITBnk.rep
CROSS SECTION OUTPUT Profile #PF 2
' E.G. Elev (ft) 755.19 Element Left OB Channel
Vel Head (ft) 0.35 Wt. n-Val. 0.035
W.S. Elev (ft) 754.84 Reach Len. (ft) 380.00 390.00
Crit W.S. (ft) 751.59 Flow Area (sq ft) 284.22
E.G. Slope (ft/ft) 0.001404 Area (sq ft) 284.22
Q Total (cfs) 1350.00 Flow (cfs) 1350.00
Top Width (ft) 51.22 Top Width (ft) 51.22
Vel Total (ft/s) 4.75 Avg. Vel. (ft/s) 4.75
Max Chl Dpth (ft) 8.04 Hydr. Depth (ft) 5.55
Conv. Total (cfs) 36025.0 Conv. (cfs) 36025.0
Length Wtd. (ft) 390.00 Wetted Per. (ft) 55.10
Min Ch El (ft) 746.80 Shear (lb/sq ft) 0.45
Alpha 1.00 Stream Power (lb/ft s) 2.15
Frctn Loss (ft) 0.58 Cum Volume (acre-ft) 8.73
C & E Loss (ft) 0.01 Cum SA (acres) 1.46
' CROSS SECTION OUTPUT
E.G. Elev (ft) Profile #PF 3
756.50
Element
Left OB
Channel
Vel Head (ft) 0.41 Wt. n-Val. 0.035
W.S. Elev (ft) 756.09 Reach Len. (ft) 380.00 390.00
Crit W.S. (ft) 752.31 Flow Area (sq ft) 350.43
E.G. Slope (ft/ft) 0.001376 Area (sq ft) 350.43
Q Total (cfs) 1800.00 Flow (cfs) 1800.00
Top Width (ft) 54.77 Top Width (ft) 54.77
Vel Total (ft/s) 5.14 Avg. Vel. (ft/s) 5.14
Max Chl Dpth (ft) 9.29 Hydr. Depth (ft) 6.40
' Conv. Total (cfs) 48529.3 Conv. (cfs) 48529.3
Length Wtd. (ft) 390.00 Wetted Per. (ft) 59.48
Min Ch E1 (ft) 746.80 Shear (lb/sq ft) 0.51
Alpha 1.00 Stream Power (lb/ft s) 2.60
Frctn Loss (ft) 0.59 Cum Volume (acre-ft) 0.02 10.44
C & E Loss (ft) 0.01 Cum SA (acres) 0.02 1.59
CROSS SECTION OUTPUT Profile #PF 4
E.G. Elev (ft) 757.36 Element Left OB Channel
Vel Head (ft), 0.46 Wt. n-Val. 0.070 0.035
W.S. Elev (ft) 756.90 Reach Len. (ft) 380.00 390.00
Crit W.S. (ft) 752.82 Flow Area (sq ft) 0.30 395.92
E.G. Slope (ft/ft) 0.001385 Area (sq ft) 0.30 395.92
Q Total (cfs) 2150.00 Flow (cfs) 0.03 2149.97
Top Width (ft) 62.91 Top Width (ft) 6.01 56.90
Vel Total (ft/s) 5.43 Avg. Vel. (ft/s) 0.11 5.43
Max Chl Dpth (ft) 10.10 Hydr. Depth (ft) 0.05 6.96
Conv. Total (cfs) 57776.6 Conv. (cfs) 0.9 57775.7
Length Wtd. (ft) 390.00 Wetted Per. (ft) 6.01 62.13
Min Ch E1 (ft) 746.80 Shear (lb/sq ft) 0.00 0.55
Alpha 1.00 Stream Power (lb/ft s) 0.00 2.99
. Frctn Loss (ft) 0.60 Cum Volume (acre-ft) 0.22 11.64
' C & E Loss (ft) 0.01 Cum SA (acres) 0.51 1.66
CROSS SECTION OUTPUT Profile #PF 5
E.G. Elev (ft) 759.00 Element Left OB Channel
Vel Head (ft) 0.52 Wt. n-Val. 0.070 0.035
W.S. Elev (ft) 758.48 Reach Len. (ft) 380.00 390.00
Crit W.S. (ft) 753.90 Flow Area (sq ft) 174.30 487.21
E.G. Slope (ft/ft) 0.001297 Area (sq ft) 174.30 487.21
Q Total (cfs) 3000.00 Flow (cfs) 128.13 2871.87
Top Width (ft) 267.19 Top Width (ft) 208.71 58.48
Vel Total (ft/s) 4.54 Avg. Vel. (ft/s) 0.74 5.89
Max Chl Dpth (ft) 11.68 Hydr. Depth (ft) 0.84 8.33
Conv. Total (cfs) 83299.9 Conv. (cfs) 3557.7 79742.1
Length Wtd. (ft) 389.72 Wetted Per. (ft) 208.96 64.37
Min Ch E1 (ft) 746.80 Shear (lb/sq ft) 0.07 0.61
Alpha 1.62 Stream Power (lb/ft s) 0.05 3.61
Frctn Loss (ft) 0.62 Cum Volume (acre-ft) 3.98 14.18
Page 6
Right OB
400.00
0.03
0.02
Right OB
400.00
0.05
0.03
Right OB
400.00
0.07
0.03
Right OB
400.00
1.15

s

CIVITBnk.rep
C & E LOSS (ft) 0.02 Cum SA (acres) 5.91 1.79 1.91
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CROSS SECTION R IVER: Salem Creek
REACH: Civitan park RS: 5
INPUT
Description: Cross Secti on 5 @ Surveyed Sect 8
Station Elevation Data num- 26
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 774 30 768 50 766 100 765.5 220 764
320 762 570 762 710 760 750 758 800 757.2
950 757.2 1100 758 1170 758 1191 759.8 1195 756
1200 750 1202 748 1210 747 1215 746.3 1234 748
1239 753 1245 758 1250 763.5 1260 764 1380 764
1381 774
Manning's n Values num- 3
Sta n Val Sta
0 .07 1191 n Val
.035 Sta n Val
1250 .07
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1191 1250 420 410 400 .1 .3
CROSS SECTION OUTPUT Profile #bankfull
E.G. Elev (ft) 752.68 Element Left OB Channel Right OB
Vel Head (ft) 0.29 Wt. n-Val. 0.035
W.S. Elev (ft) 752.39 Reach Len. (ft) 420.00 410.00 400.00
Crit W.S. (ft) 749.85 Flow Area (sq ft) 186.21
E.G. Slope (ft/ft) 0.001511 Area (sq ft) 186.21
Q Total (cfs) 800.00 Flow (cfs) 800.00
Top Width (ft) 40.38 Top Width (ft) 40.38
Vel Total (ft/s) 4.30 Avg. Vel. (ft/s) 4.30
Max Chl Dpth (ft) 6.09 Hydr. Depth (ft) 4.61
Conv. Total (cfs) 20578.6 Conv. (cfs) 20578.6
Length Wtd. (ft) 410.00 Wetted Per. (ft) 44.34
Min Ch E1 (ft) 746.30 Shear (lb/sq ft) 0.40
Alpha 1.00 Stream Power (lb/ft s) 1.70
Frctn Loss (ft) 0.38 Cum Volume (acre-ft) 4.65 0.01
C & E Loss (ft) 0.04 Cum SA (acres) 0.96 0.01
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or gre ater than 1.4. This may indicate the need for additional cross sections.
CROSS SECTION OUTPUT Profile #PF 2
E.G. Elev (ft) 754.60 Element Left OB Channel Right OB
' Vel Head (ft) 0.41 Wt. n-Val. 0.035
W.S. Elev (ft) 754.19 Reach Len. (ft) 420.00 410.00 400.00
Crit W.S. (ft) 750.90 Flow Area (sq ft) 261.76
E.G. Slope (ft/ft) 0.001597 Area (sq ft) 261.76
Q Total (cfs) 1350.00 Flow (cfs) 1350.00
t Top Width (ft) 43.91 Top Width (ft) 43.91
Vel Total (ft/s) 5.16 Avg. Vel. (ft/s) 5.16
Max Chl Dpth (ft) 7.89 Hydr. Depth (ft) 5.96
Conv. Total (cfs) 33782.7 Conv. (cfs) 33782.7
Length Wtd. (ft) 410.00 Wetted Per. (ft) 49.39
Min Ch E1 (ft) 746.30 Shear (lb/sq ft) 0.53
Alpha 1.00 Stream Power (lb/ft s) 2.73
Frctn Loss (ft) 0.46 Cum Volume (acre-ft) 6.29 0.03
C & E Loss (ft) 0.04 Cum SA (acres) 1.03 0.02
CROSS SECTION OUTPUT Profile #PF 3
E.G. Elev (ft) 755.90 Element Left OB Channel Right OB
Vel Head (ft) 0.50 Wt. n-Val. 0.035
W.S. Elev (ft) 755.40 Reach Len. (ft) 420.00 410.00 400.00
Crit W.S. (ft) 751.66 Flow Area (sq ft) 316.55
E.G. Slope (ft/ft) 0.001650 Area (sq ft) 316.55
Page 7

CIVITBnk.rep
Q Total (cfs) 1800.00 Flow (cfs) 1800.00
Top Width (ft) 46.38 Top Width (ft) 46.38
Vel Total (ft/s) 5.69 Avg. Vel. (ft/s) 5.69
Max Chl Dpth (ft) 9.10 Hydr. Depth (ft) 6.83
Conv. Total (cfs) 44317.5 Conv. (cfs) 44317.5
Length Wtd. (ft) 410.00 Wetted Per. (ft) 52.86
Min Ch E1 (ft) 746.30 Shear (lb/sq ft) 0.62
' Alpha 1.00 Stream Power (lb/ft s) 3.51
Frctn Loss (ft) 0.53 Cum Volume (acre-ft) 0.02 7.46 0.05
C & E Loss (ft) 0.04 Cum SA (acres) 0.02 1.14 0.03
' CROSS SECTION OUTPUT Profile #PF 4
E.G. Elev (ft) 756.74 Element Left OB Channel Right OB
Vel Head (ft)
W.S. Elev (ft) 0.58
756.17 Wt. n-Val.
Reach Len. (ft)
420.00 0.035
410.00
400.00
Crit W.S. (ft) 752.19 Flow Area (sq ft) 352.80
E.G. Slope (ft/ft) 0.001733 Area (sq ft) 352.80
Q Total (cfs) 2150.00 Flow (cfs) 2150.00
Top Width (ft) 47.98 Top Width (ft) 47.98
Vel Total (ft/s) 6.09 Avg. Vel. (ft/s) 6.09
Max Chl Dpth (ft) 9.87 Hydr. Depth (ft) 7.35
Conv. Total (cfs) 51653.3 Conv. (cfs) 51653.3
Length Wtd. (ft) 410.02 Wetted Per. (ft) 55.09
Min Ch El (ft) 746.30 Shear (lb/sq ft) 0.69
Alpha 1.00 Stream Power (lb/ft s) 4.22
Frctn Loss (ft) 0.58 Cum Volume (acre-ft) 0.22 8.29 0.07
C & E Loss (ft) 0.05 Cum SA (acres) 0.48 1.20 0.03
CROSS SECTION OUTPUT Pr ofile #PF 5
E.G. Elev (ft) 758.36 Element Left OB Channel Right OB
Vel Head (ft) 0.75 Wt. n-Val. 0.070 0.035
W.S. Elev (ft) 757.61 Reach Len. (ft) 420.00 410.00 400.00
Crit W.S. (ft) 753.37 Flow Area (sq ft) 83.73 424.60
E.G. Slope (ft/ft) 0.001963 Area (sq ft) 83.73 424.60
Q Total (cfs) 3000.00 Flow (cfs) 37.61 2962.39
Top Width (ft) 304.94 Top Width (ft) 253.70 51.24
Vel Total (ft/s) 5.90 Avg. Vel. (ft/s) 0.45 6.98
Max Chl Dpth (ft) 11.31 Hydr. Depth (ft) 0.33 8.29
Conv. Total (cfs) 67703.3 Conv. (cfs) 848.8 66854.5
Length Wtd. (ft) 410.27 Wetted Per. (ft) 253.70 59.45
Min Ch E1 (ft) 746.30 Shear (lb/sq ft) 0.04 0.88
Alpha 1.38 Stream Power (lb/ft s) 0.02 6.11
Frctn Loss (ft) 0.64 Cum Volume (acre-ft) 2.86 10.10 1.15
C & E Loss (ft) 0.08 Cum SA (acres) 3.89 1.30 1.91
' Warning: Divided flow comp uted for this cross-section.
CROSS SECTION RIVER: Salem Creek
REACH: Civitan park RS: 4
INPUT
' Description: Cross Section 4 @ Surveyed sect 12
Station Elevation Data num= 40
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 772 40 768 80 766 100 764 140 764
400 762.8 500 764 600 762 660 760 690 759
735 758 760 757 765 756 770 755 780 755
850 756 900 757 915 758 928 757 941 757.2
943 751 950 747 958 744.3 963 744.3 971 745
978 745.3 982 747 985 753.5 997 757 1052 757
1100 756.6 1145 756 1165 757 1185 758 1200 759
1210 761 1220 762 1230 764 1245 766 1300 770
Manning's n Values num- 3
Sta n Val Sta n Val Sta n Val
0 .07 941 .035 997 .07
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
941 997 210 170 140 .1 .3
Page 8

CIVITBnk.rep
CROSS SECTION OUTPUT Profile #bankfull
E.G. Elev (ft) 752.26 Element Left OB Channel Right OB
Vel Head (ft) 0.16 Wt. n-Val. 0.035
W.S. Elev (ft) 752.10 Reach Len. (ft) 210.00 170.00 140.00
Crit W.S. (ft) 747.86 Flow Area (sq ft) 250.71
' E.G. Slope (ft/ft) 0:000618 Area (sq ft) 250.71
Q Total (cfs) 800.00 Flow (cfs) 800.00
Top Width (ft) 41.71 Top Width (ft) 41.71
Vel Total (ft/s) 3.19 Avg. Vel. (ft/s) 3.19
Max Chl Dpth (ft) 7.80 Hydr. Depth (ft) 6.01
Conv. Total (cfs) 32189.6 Conv. (cfs) 32189.6
Length Wtd. (ft) 170.00 Wetted Per. (ft) 47.67
Min Ch E1 (ft) 744.30 Shear (lb/sq ft) 0.20
Alpha 1.00 Stream Power (lb/ft s) 0.65
Frctn Loss (ft) 0.17 Cum Volume (acre-ft) 2.59 0.01
C & E Loss (ft) 0.02 Cum SA (acres) 0.58 0.01
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
' than 0.7 or greater than 1.4. This may indicate the need for additional cross sections.
CROSS SECTION OUTPUT Profile #PF 2
E.G. Elev (ft) 754.09 Element Left OB Channel Right OB
Vel Head (ft) 0.27 Wt. n-Val. 0.035
W.S. Elev (ft) 753.82 Reach Len. (ft) 210.00 170.00 140.00
Crit W.S. (ft) 748.98 Flow Area (sq ft) 323.60
E.G. Slope (ft/ft) 0.000847 Area (sq ft) 323.60
Q Total (cfs) 1350.00 Flow (cfs) 1350.00
Top Width (ft) 44.01 Top Width (ft) 44.01
Vel Total (ft/s) 4.17 Avg. Vel. (ft/s) 4.17
Max Chl Dpth (ft) 9.52 Hydr. Depth (ft) 7.35
Conv. Total (cfs) 46389.0 Conv. (cfs) 46389.0
Length Wtd. (ft) 170.00 Wetted Per. (ft) 52.15
Min Ch El (ft) 744.30 Shear (lb/sq ft) 0.33
Alpha 1.00 Stream Power (lb/ft s) 1.37
Frctn Loss (ft) 0.22 Cum Volume (acre-ft) 3.53 0.03
C & E Loss (ft) 0.03 Cum SA (acres) 0.62 0.02

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4. This may indicate the need for additional cross sections.
CROSS SECTION OUTPUT Profile #PF 3
E.G. Elev (ft) 755.33 Element Left OB Channel Right OB
Vel Head (ft) 0.35 Wt. n-Val. 0.035
W.S. Elev (ft) 754.97 Reach Len, (ft) 210.00 170.00 140.00
Crit W.S. (ft) 749.77 Flow Area (sq ft) 376.93
E.G. Slope (ft/ft) 0.001031 Area (sq ft) 376.93
Q Total (cfs) 1800.00 Flow (cfs) 1800.00
Top Width (ft) 48.34 Top Width (ft) 48.34
Vel Total (ft/s) 4.78 Avg. Vel. (ft/s) 4.78
Max Chl Dpth (ft) 10.67 Hydr. Depth (ft) 7.80
Conv. Total (cfs) 56055.4 Conv. (cfs) 56055.4
Length Wtd. (ft) 170.00 Wetted Per. (ft) 57.49
Min Ch E1 (ft) 744.30 Shear (lb/sq ft) 0.42
Alpha
Frctn Loss (ft) 1.00
0.29 Stream Power (lb/ft s)
Cum Volume (acre-ft) 2.02
0.02 4.19
0.05
C & E Loss (ft) 0.03 Cum SA (acres) 0.02 0.70 0.03
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4. This may indicate the need for additional cross sections.
CROSS SECTION OUTPUT
E.G. Elev (ft)
Vel Head (ft)
W.S. Elev (ft)
Crit W.S. (ft)
E.G. Slope (ft/ft)
Profile #PF 4
756.12 Element
0.41 Wt. n-Val.
755.71 Reach Len. (ft)
750.32 Flow Area (sq ft)
0.001157 Area (sq ft)
Page 9
Left OB Channel Right OB
0.070 0.035
210.00 170.00 140.00
25.78 413.29
25.78 413.29

1

CIVITBnk.rep
Q Total (cfs) 2150.00 Flow (cfs) 10.25 2139.75
Top Width (ft) 114.07 Top Width (ft) 62.99 51.08
Vel Total (ft/s) 4.90 Avg. Vel. (ft/s) 0.40 5.18
Max Chl Dpth (ft) 11.41 Hydr. Depth (ft) 0.41 8.09
Conv. Total (cfs) 63213.9 Conv. (cfs) 301.5 62912.4
Length Wtd. (ft) 170.10 Wetted Per. (ft) 63.06 60.87
Min Ch El (ft) 744.30 Shear (lb/sq ft) 0.03 0.49
Alpha 1.11 Stream Power (lb/ft s) 0.01 2.54
Frctn Loss (ft) 0.31 Cum Volume (acre-ft) 0.09 4.69 0.07
C & E Loss (ft) 0.03 Cum SA (acres) 0.18 0.73 0.03
' Warning: Divided flow computed for this cross-section.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4. This may indicate the need for additional cross sections.
CROSS SECTION OUTPUT Profile #PF 5
E.G. Elev (ft) 757.64 Element Left OB Channel Right OB
Vel Head (ft) 0.47 Wt. n-Val. 0.070 0.035 0.070
W.S. Elev (ft) 757.17 Reach Len. (ft) 210.00 170.00 140.00
Crit W.S. (ft) 751.50 Flow Area (sq ft) 185.45 492.00 79.89
E.G. Slope (ft/ft) 0.001262 Area (sq ft) 185.45 492.00 79.89
Q Total (cfs) 3000.00 Flow (cfs) 161.76 2802.03 36.21
Top Width (ft) 387.41 Top Width (ft) 160.02 55.99 171.39
Vel Total (ft/s)
Max Chl Dpth (ft) 3.96
12.87 Avg. Vel. (ft/s)
Hydr. Depth (ft) 0.87
1.16 5.70
8.79 0.45
0.47
Conv. Total (cfs) 84464.3 Conv. (cfs) 4554.4 78890.4 1019.5
Length Wtd. (ft) 170.85 Wetted Per. (ft) 160.25 67.03 171.43
Min Ch E1 (ft) 744.30 Shear (lb/sq ft) 0.09 0.58 0.04
Alpha 1.93 Stream Power (lb/ft s) 0.08 3.29 0.02
Frctn Loss (ft) 0.32 Cum Volume (acre-ft) 1.56 5.79 0.78
C & E Loss (ft) 0.03 Cum SA (acres) 1.90 0.79 1.12
Warning: Divided flow computed for this cross-section.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4. This may indicate the need for additional cross sections.
t
1
1
CROSS SECTION RIVER: Salem Creek
REACH: Civitan park RS: 3
INPUT
Description: Cross Section 3 @ Surveyed sect 13
Station Elevation Data num-- 33
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 772 30 768 45 764 65 762 80 760
120 758 150 758 180 760 300 760 400 763
520 762 830 760 850 761 880 760 900 757
960 756 1010 756 1012 755.8 1022 750 1030 746
1032 744.7 1037 745 1044 746 1050 747 1053 750
1058 754 1068 754 1088 757 1200 756 1290 756
1310 760 1370 766 1450 770
Manning's n Values num= 4
Sta n Val Sta n Val Sta n Val Sta n Val
0 10 400 .07 1012 .035 1088 .07
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1012 1088 165 160 155 .1 .3
CROSS SECTION OUTPUT Profile #bankfull
E.G. Elev (ft) 752.07 Element Left OB Channel
Vel Head (ft) 0.36 Wt. n-Val. 0.035
W.S. Elev (ft) 751.71 Reach Len. (ft) 165.00 160.00
Crit W.S. (ft) 749.13 Flow Area (sq ft) 165.24
E.G. Slope (ft/ft) 0.001953 Area (sq ft) 165.24
Q Total (cfs) 800.00 Flow (cfs) 800.00
Top Width (ft) 36.07 Top Width (ft) 36.07
Vel Total (ft/s) 4.84 Avg. Vel. (ft/s) 4.84
Max Chl Dpth (ft) 7.01 Hydr. Depth (ft) 4.58
Conv. Total (cfs) 18102.8 Conv. (cfs) 18102.8
Length Wtd. (ft) 160.00 Wetted Per. (ft) 39.86
Page 10
Right OB
155.00

Min Ch E1 (ft)
Alpha
Frctn Loss (ft)
C & E Loss (ft)
r.

t

l
CIVITBnk.rep
744.70 Shear (lb/sq ft) 0.51
1.00 Stream Power (lb/ft s) 2.45
0.28 Cum Volume (acre-ft) 1.78 0.01
0.02 Cum SA (acres) 0.42 0.01
CROSS SECTION OUTPUT Profile #PF 2
E.G. Elev (ft) 753.84 Element Left OB Channel Right OB
Vel Head (ft) 0.55 Wt. n-Val. 0.035
W.S. Elev (ft) 753.28 Reach Len. (ft) 165.00 160.00 155.00
Crit W.S. (ft) 750.43 Flow Area (sq ft) 225.81
E.G. Slope (ft/ft) 0.002344 Area (sq ft) 225.81
Q Total (cfs) 1350.00 Flow (cfs) 1350.00
Top Width (ft) 40.76 Top Width (ft) 40.76
Vel Total (ft/s) 5.98 Avg. Vel. (ft/s) 5.98
Max Chl Dpth (ft) 8.58 Hydr. Depth (ft) 5.54
Conv. Total (cfs) 27881.1 Conv. (cfs) 27881.1
Length Wtd. (ft) 159.99 Wetted Per. (ft) 45.53
Min Ch E1 (ft) 744.70 Shear (lb/sq ft) 0.73
Alpha 1.00 Stream Power (lb/ft s) 4.34
Frctn Loss (ft) 0.32 Cum Volume (acre-ft) 2.46 .0.03
C & E Loss (ft) 0.03 Cum SA (acres) 0.46 0.02
CROSS SECTION OUTPUT Profile #PF 3
E.G. Elev (ft) 755.01 Element Left OB Channel Right OB
Vel Head (ft) 0.67 Wt. n-Val. 0.035
W.S. Elev (ft) 754.34 Reach Len. (ft) 165.00 160.00 155.00.
Crit W.S. (ft) 751.32 Flow Area (sq ft) 274.55
E.G. Slope (ft/ft) 0.003217 Area (sq ft) 274.55
Q Total (cfs) 1800.00 Flow (cfs) 1800.00
Top Width (ft) 55.79 Top Width (ft) 55.79
Vel Total (ft/s) 6.56 Avg. Vel. (ft/s) 6.56
Max Chl Dpth (ft) 9.64 Hydr. Depth (ft) 4.92
Conv. Total (cfs) 31733.9 Conv. (cfs) 31733.9
Length Wtd. (ft) 159.99 Wetted Per. (ft) 61.12
Min Ch El (ft) 744.70 Shear (lb/sq ft) 0.90
Alpha 1.00 Stream Power (lb/ft s) 5.92
Frctn Loss (ft) 0.39 Cum Volume (acre-ft) 0.02 2.92 0.05
C & E Loss (ft) 0.03 Cum SA (acres) 0.02 0.49 0.03
CROSS SECTION OUTPUT Profile #PF 4
E.G. Elev (ft)' 755.78 Element Left OB Channel Right OB
Vel Head (ft) 0.71 Wt. n-Val. 0.035
W.S. Elev (ft) 755.07 Reach Len. (ft) 165.00 160.00 155.00
Crit W.S. (ft) 751.92 Flow Area (sq ft) 317.18
E.G. Slope (ft/ft) 0.003236 Area (sq ft) 317.18
Q Total (cfs) 2150.00 Flow (cfs) 2150.00
Top Width (ft) 61.87 Top Width (ft) 61.87
Vel Total (ft/s) 6.78 Avg. Vel. (ft/s) 6.78
Max Chl Dpth (ft) 10.37 Hydr. Depth (ft) 5.13
Conv. Total (cfs) 37797.0 Conv. (cfs) 37797.0
Length Wtd. (ft) 159.98 Wetted Per. (ft) 67.45
Min Ch E1 (ft) 744.70 Shear (lb/sq ft) 0.95
Alpha 1.00 Stream Power (lb/ft s) 6.44
Frctn Loss (ft) 0.40 Cum Volume (acre-ft) 0.03 3.26 0.07
C & E Loss (ft) 0.02 Cum SA (acres) 0.03 0.51 0.03
CROSS SECTION OUTPUT Profile #PF 5
E.G. Elev (ft) 757.30 Element Left OB Channel Right OB
Vel Head (ft) 0.75 Wt. n-Val. 0.070 0.035 0.070
W.S. Elev (ft) 756.55 Reach Len. (ft) 165.00 160.00 155.00
Crit W.S. (ft) 753.24 Flow Area (sq ft) 37.81 417.47 67.08
E.G. Slope (ft/ft) 0.002963 Area (sq f t) 37.81 417.47 67.08
Q To tal (cfs) 3000.00 Flow (cfs) 25.47 2930.05 44.48
Top Width (ft) 312.21 Top Width (ft) 84.96 72.99 154.26
Vel Total (ft/s) 5.74 Avg. Vel. (ft/s) 0.67 7.02 0.66
Max Chl Dpth (ft) 11.85 Hydr. Depth (ft) 0.45 5.72 0.43
Page 11

CIVITBnk.rep
Con,. Total (cfs) 55109.3 Conv. (cfs) 467.8 53824.4 817.1
Length Wtd. (ft) 159.98 Wetted Per. (ft) 84.97 78.88 154.32
Min Ch E1 (ft) 744.70 Shear (lb/sq ft) 0.08 0.98 0.08
Alpha 1.46 Stream Power (lb/ft s) 0.06 6.87 0.05
Frctn Loss (ft) 0.37 Cum Volume (acre-ft) 1.02 4.01 0.55
C & E Loss (ft) 0.00 Cum SA (acres) 1.31 0.54 0.60
f
t ti
hi
-
or
Warning: Divided flow computed on.
s cross
sec
CROSS SECTION RIVER: Salem Creek
REACH: Civitan park RS: 2
INPUT
Description: Cross Section 2 Surveyed Sect. 15
Station Elevation Data num- 27
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 770 20 768 110 765 190 762 420 762.8
660 762 900 760 1030 757 1060 756 1080 755
1137 755 1176 756 1200 757 1210 750 1216 746
1231 746.7 1238
1250 750 1255 746.1
755 1244 747 1246
1308 755 1325 748 1249
757 1340 749
760
1345 765 1370 770
Manning's n Values num-- 4
Sta n Val Sta n Val Sta n Val Sta n Val
0 10 900 .07 1200 .035 1250 .07
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1200 1250 280 300 240 .2 .4
CROSS SECTION OUTPUT Profile #bankfull
E.G. Elev (ft) 751.77 Element Left OB Channel Right OB
Vel Head (ft) 0.30 Wt. n-Val. 0.035 0.070
W.S. Elev (ft) 751.47 Reach Len. (ft) 280.00 300.00 240.00
Crit W.S. (ft) 749.18 Flow Area (sq ft) 182.96 1.08
E.G. Slope (ft/ft) 0.001618 Area (sq ft) 182.96 1.08
Q Total (cfs) 800.00 Flow (cfs) 799.40 0.60
Top Width (ft) 43.57 Top Width (ft) 42.10 1.47
Vel Total (ft/s) 4.35 Avg. Vel. (ft/s) 4.37 0.55
Max Chl Dpth (ft) 5.47 Hydr. Depth (ft) 4.35 0.73
Conv. Total .(cfs) 19891.1 Conv. (cfs) 19876.3 14.8
Length Wtd. (ft) 299.97 Wetted Per. (ft) 44.69 2.08
Min Ch E1 (ft) 746.00 Shear (lb/sq ft) 0.41 0.05
Alpha 1.01 Stream Power (lb/ft s) 1.81 0.03
Frctn Loss (ft) 0.65 Cum Volume (acre-ft) 1.14 0.00
C & E Loss (ft) 0.03 Cum SA (acres) 0.28 0.01
CROSS SECTION OUTPUT Profile #PF 2
E.G. Elev (ft) 753.48 Element Left OB Channel Right OB
Vel Head (ft) 0.45 Wt. n-Val. 0.035 0.070
W.S. Elev (ft) 753.04 Reach Len. (ft) 280.00 300.00 240.00
Crit W.S. (ft) 750.21 Flow Area (sq ft) 250.75 4.61
E.G. Slope (ft/ft) 0.001735 Area (sq ft) 250.75 4.61
Q Total (cfs) 1350.00 Flow (cfs) 1345.72 4.28
Top Width (ft) 47.38 Top Width (ft) 44.34 3.04
Vel Total (ft/s) 5.29 Avg. Vel. (ft/s) 5.37 0.93
Max Chl Dpth (ft) 7.04 Hydr. Depth (ft) 5.66 1.52
Conv. Total (cfs) 32409.0 Conv. (cfs) 32306.3 102.7
Length Wtd. (ft) 299.86 Wetted Per. (ft) 47.43 4.30
Min Ch E1 (ft) 746.00 Shear (lb/sq ft) 0.57 0.12
Alpha 1.03 Stream Power (lb/ft s) 3.07 0.11
Frctn Loss (ft) 0.67 Cum Volume (acre-ft) 1.59 0.02
C & E Loss (ft) 0.04 Cum SA (acres) 0.30 0.01
CROSS SECTION OUTPUT Profile #PF 3
E.G. Elev (ft) 754.60 Element Left OB Channel Right OB
Vel Head (ft) 0.57 Wt. n-Val. 0.035 0.070
W.S. Elev (ft) 754.03 Reach Len. (ft) 260.00 300.00 240.00
11 Page 12

CIVITBnk.rep
Crit W.S. (ft) 750.93 Flow Area (sq ft) 295.45 8.12
E.G. Slope (ft/ft) O.OOi865 Area (sq ft) 295.45 8.12
Q Total (cfs) 1800.00 Flow (cfs) 1790.57 9.43
Top Width (ft) 49.79 Top Width (ft) 45.76 4.03
Vel Total (ft/s) 5.93 Avg. Vel. (ft/s) 6.06 1.16
Max Chl Dpth (ft) 8.03 Hydr. Depth (ft) 6.46 2.02
Conv. Total (cfs) 41682.0 Conv. (cfs) 41463.7 218.3
Length Wtd. (ft) 299.73 Wetted Per. (ft) 49.16 5.70
Min Ch E1 (ft) 746.00 Shear (lb/sq ft) 0.70 0.17
Alpha 1.04 Stream Power (lb/ft s) 4.24 0.19
Frctn Loss (ft) 0.70 Cum Volume (acre-ft) 0.02 1.88 0.03
C & E Loss (ft) 0.05 Cum SA (acres) 0.02 0.31 0.02
CROSS SECTION OUTPUT Profile #PF 4
E.G' . Elev (ft) 755.37 Element Left OB Channel Right OB
Vel Head (ft) 0.66 Wt. n-Val. 0.035 0.070
W.S. Elev (ft) 754.71 Reach Len. (ft) 280.00 300.00 240.00
Crit W.S. (ft) 751.45 Flow Area (sq ft) 327.02 11.10
E.G. Slope (ft/ft)
Q Total (cfs) 0.001952
2150.00 Area (sq ft)
Flow (cfs) 327.02
2135.36 11.10
14.64
Top Width (ft) 51.44 Top Width (ft) 46.73 4.71
Vel Total (ft/s) 6.36 Avg. Vel. (ft/s) 6.53 1.32
Max Chl Dpth (ft) 8.71 Hydr. Depth (ft) 7.00 2.36
Conv. Total (cfs) 48660.2 Conv. (cfs) 48328.9 331.3
Length Wtd. (£t) 299.61 Wetted Per. (ft) 50.35 6.66
Min Ch E1 (ft) 746.00 Shear (lb/sq ft) 0.79 0.20
Alpha 1.05 Stream Power (lb/ft s) 5.17 0.27
Frctn Loss (ft) 0.72 Cum Volume (acre-ft) 0.03 2.08 0.05
C & E Loss (ft) 0.05 Cum SA (acres) 0.03 0.31 0.02
CROSS SECTION OUTPUT Profile #PF 5
E.G. Elev (ft) 756.92 Element Left OB Channel Right OB
Vel Head (ft) 0.73 Wt. n-Val. 0.070 0.035 0.070
W.S. Elev (ft) 756.18 Reach Len. (ft) 280.00 300.00 240.00
Crit W.S. (ft) 752.56 Flow Area (sq ft) 108.74 397.32 87.12
E.G. Slope (ft/ft) 0.001895 Area (sq ft) 108.74 397.32 87.12
Q Total (cfs) 3000.00 Flow (cfs) 91.10 2815.92 92.98
Top Width (ft) 242.82 Top Width (ft) 125.93 48.83 68.06
Vel Total (ft/s) 5.06 Avg. Vel. (ft/s) 0.84 7.09 1.07
Max Chl Dpth (ft) 10.18 Hydr. Depth (ft) 0.86 8.14 1.28
Conv. Total (cfs) 68907.4 Conv. (cfs) 2092.6 64679.3 2135.6
Length Wtd. (ft) 298.29 Wetted Per. (ft) 125.97 52.92 70.20
Min Ch E1 (ft) 746.00 Shear (lb/sq ft) 0.10 0.89 0.15
Alpha 1.85 Stream Power (lb/ft s) 0.09 6.30 0.16
Frctn Loss (ft) 0.70 Cum Volume (acre-ft) 0.74 2.51 0.27
C & E Loss (ft) 0.08 Cum SA (acres) 0.91 0.32 0.20

1

Warning: Divided flow computed for this cross-section.
CROSS SECTION RIVER: Salem Creek
REACH: Civitan park RS: 1
INPUT
Description: XSec 1 @ surveyed sect 16
Station Elevation Data num= 20
Sta Elev Sta Elev Sta Elev
0 766 26 756 28 755
200 754 270 754.5 272 754
2B6 750 291 747.2 296 747
318 746 322 747 324 750
Manning's n Value s num= 4
Sta n Val Sta n Val Sta n Val
0 10 200 .07 281 .035
Bank Sta: Left Right Lengths: Left Channel
281 324 0 0
Sta Elev Sta Elev
124 755 182 754
275 752.3 281 752.3
307 746 314 745.5
339 766 350 768
Sta n Val
324 .07
Right Coeff Contr. Expan.
0 . .3 .5
CROSS SECTION OUTPUT Profile #bankfull
Page 13

CIVITBnk.rep
E.G. Elev (ft) 751.09 Element Left OB Channel Right OB
Vel Head (ft) 0.45 Wt. n-Val. 0.035 0.070
W.S. Elev (ft) 750.64 Reach Len. (ft)
Crit W.S. (ft) 749.06 Flow Area (sq ft) 148.44 0.19
E.G. Slope (ft/ft) 0.003001 Area (sq ft) 148.44 0.19
Q Total (cfs) 800.00 Flow (cfs) 799.92 0.08
Top Width (ft) 39.99 Top Width (ft) 39.39 0.60
Vel Total (ft/s) 5.38 Avg. Vel. (ft/s) 5.39 0.42
Max Chl Dpth (ft) 5.14 Hydr. Depth (ft) 3.77 0.32
Conv. Total (cfs) 14604.6 Conv. (cfs) 14603.2 1.5
Length Wtd. (ft) Wetted Per. (ft) 42.08 0.87
Min Ch E1 (ft) 745.50 Shear (lb/sq ft) 0.66 0.04
Alpha 1.00 Stream Power (lb/ft s) 3.56 0.02
Frctn Loss (ft) Cum Volume (acre-ft)
C & E Loss (ft) Cum SA (acres)
CROSS SECTION OUTPUT Profile #PF 2
E.G. Elev (ft)
Vel Head (ft) 752.77
0.64 Element
Wt. n-Val. Left OB Channel
0.035 Right OB
0.070
W.S. Elev (ft) 752.13 Reach Len. (ft)
Crit W:S. (ft) 750.13 Flow Area (sq ft) 209.72 2.13
E.G. Slope (ft/ft) 0.003002 Area (sq ft) 209.72 2.13
Q Total (cfs) 1350.00 Flow (cfs) 1347.99 2.01
Top Width (ft) 44.63 Top Width (ft) 42.64 2.00
Vel Total (ft/s) 6.37 Avg. Vel. (ft/s) 6.43 0.94
Max Chl Dpth (ft) 6.63 Hydr. Depth (ft) 4.92 1.07
Conv. Total (cfs) 24638.7 Conv. (cfs) 24602.0 36.7
Length Wtd. (ft) Wetted Per. (ft) 45.66 2.92
' Min Ch E1 (ft) 745.50 Shear (lb/sq ft) 0.86 0.14
Alpha 1.02 Stream Power (lb/ft s) 5.53 0.13
Frctn Loss (ft) Cum Volume (acre-ft)
C & E Loss (ft) Cum SA (acres)
CROSS SECTION OUTPUT P
fil
#PF 3
ro
e
E.G. Elev (ft) 753.85 Element Left OB Channel Right OB
Vel Head (ft) 0.80 Wt. n-Val. 0.070 0.035 0.070
W.S. Elev (ft) 753.06 Reach Len. (ft)
Crit W.S. (ft) 750.89 Flow Area (sq ft) 5.05 249.44 4.38
E.G. Slope (ft/ft) 0.003005 Area (sq ft) 5.05 249.44 4.38
Q Total (cfs) 1100.00 Flow (cfs) 4.49 1790.26 5.25
Top Width (ft) 53.20 Top Width (ft) 7.34 43.00 2.87
Vel Total (ft/s) 6.95 Avg. Vel. (ft/s) 0.89 7.18 1.20
Max Chl Dpth (ft) 7.56 Hydr. Depth (ft) 0.69 5.80 1.53
Conv. Total (cfs) 32834.0 Conv. (cfs) 82.0 32656.3 95.8
Length Wtd. (ft) Wetted Per. (ft) 7.53 46.06 4.19
Min Ch El (ft) 745.50 Shear (lb/sq ft) 0.13 1.02 0.20
Alpha 1.06 Stream Power (lb/ft s) 0.11 7.29 0.24
Frctn Loss (ft) Cum Volume (acre-ft)
C & E Loss (ft) Cum SA (acres)
CROSS SECTION OUTPUT Profile #PF 4
E.G. Elev (ft) 754.60 Element Left OB Channel Right OB
Vel Head (ft)
W.S. Elev (ft) 0.91
753.69 Wt. n-Val.
Reach Len. (ft) 0.070 0.035 0.070
Crit W.S. (ft) 751.44 Flow Area (sq ft) 10.08 276.85 6.40
E.G. Slope (ft/ft) 0.003001 Area (sq ft) 10.08 276.85 6.40
Q Total (cfs) 2150.00 Flow (cfs) 12.80 2128.50 8.69
Top Width (ft) 54.92 Top Width (ft) 8.46 43.00 3.46
Vel Total (ft/s) 7.33 Avg. Vel. (ft/s) 1.27 7.69 1.36
Max Chl Dpth (ft) 8.19 Hydr. Depth (ft) 1.19 6.44 1.85
Conv. Total (cfs) 39246.2 Conv. (cfs) 233.7 38853.8 158.7
Length Wtd. (ft) Wetted Per. (ft) 8.83 46.06 5.06
Min Ch E1 (ft) 745.50 Shear (lb/sq ft) 0.21 1.13 0.24
Alpha 1.09 Stream Power (lb/ft s) 0.27 8.66 0.32
Frctn Loss (ft) Cum Volume (acre-ft)
C & E Loss (ft) Cum SA (acres)
Page 14
T
CIVITBnk.rep
CROSS SECTION OUTPUT Profile #PF 5
E.G. Elev (ft) 756.13 Element Left OB Channel Right OB
Vel Head (ft) 1.13 Wt. n-Val. 0.103 0.035 0.070
W.S. Elev (ft) 755.00 Reach Len. (ft)
Crit W.S. (ft) 752.61 Flow Area (sq ft) 122.62 332.96 11.71
E.G. Slope (ft/ft) 0.003004 Area (sq ft) 122.62 332.96 11.71
Q Total (cfs) 3000.00 Flow (cfs) 84.07 2896.44 19.49
Top Width (ft) 204.64 Top Width (ft) 156.95 43.00 4.69
Vel Total (ft/s) 6.42 Avg. Vel. (ft/s) 0.69 8.70 1.66
Max Chl Dpth (ft) 9.50 Hydr. Depth (ft) 0.78 7.74 2.50
Conv. Total (cfs) 54737.8 Conv. (cfs) 1534.0 52848.2 355.5
Length Wtd. (ft) Wetted Per. (ft) 157.47 46.06 6.85
Min Ch E1 (ft) 745.50 Shear (lb/sq ft) 0.15 1.36 0.32
Alpha 1.77 Stream Power (lb/ft s) 0.10 11.79 0.53
Frctn Loss (ft) Cum Volume (acre-ft)
C & E Loss (ft) Cum SA (acres)
SUMMARY OF MANNING'S N VALUES
River:Salem Creek
Reach River Sta. nl n2 n3 n4 n5
Civitan park 8 10 .07 .035 .07 10
Civitan park 7 .07 .035 .07 10
Civitan park 6 .07 .035 .07
Civitan park 5 .07 .035 .07
Civitan park 4 .07 .035 .07
Civitan park 3 10 .07 .035 .07
Civitan park 2 10 .07 .035 .07
Civitan park 1 10 .07 .035 .07
SUMMARY OF REACH LENGTHS
River: Salem Creek
Reach River Sta. Left Channel Right
Civitan park 8 80 95 115
Civitan park 7 340 420 340
Civitan park 6 380 390 400
Civitan park 5 420 410 400
Civitan park 4 210 170 140
Civitan park 3 165 160 155
Civitan park 2 280 300 240
Civitan park 1 0 0 0
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Salem Creek
Reach River Sta. Contr. Expan.
Civitan park 8 .3 .5
Civitan park 7 .2 .4
Civitan park 6 .1 .3
Civitan park 5 .1 .3
Civitan park 4 .1 .3
Civitan park 3 .1 .3
Civitan park 2 .2 .4
Civitan park 1 .3 .5
Page 15
HEC-RAS Plan: Civexistbnk River: Salem Creek Reach: Civitan park
?_??, ?'m'Ri+Sta 'sP e'='s:, ,::?QTotal ' .;7vi'?h`G ?I ?,;W.SjEleda> - E:G.;t=1e ?,V nl She r.C an"
? H, dr ?
? E:G t Pq e?G'a?;;;
. q.(Cfs} :
(ft) - (h7h i- (ft?h; =?f[Is)'.
' ?lklsg ft}`
a s_ ?)_
r
,
.i.;?? s Qb fl s} z } 9
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? park 8- barjkful?r
Ciyita
n 800.00 _
749.00 -r,
53.97 754.39 5.20 0.63 3.58 058 0.48 3.28
itan per4? IS ? .- ? s'?s?
PF 2 x
Cv 1350.00 749.00 755.67 756.20 5.85 0.72 4.84 0.002
654 0.47 4.23
s PE ?a
Civitan park t8 , w
c 1800.00 749.00 756.90 757.45 5.96 0.76 4.59 0.002894 0.49 4.53
?
i
CIv tan park 18 !. : PP"+
Civitan park8; tL; 2150.00
3000.00 749.00
749.00 757.71
759.22 758.28
759.88 6.04
6.51 0.75
0.82 5.26
6.48 0.002504
0.002241 0.46
0.45 4.52
5.31

?
p
Cfvijan park 7 800.00 746.50 753.75 754.09 4.68 0.51 3.57 0.002521 0.44 2.39
4C
s
Civ?tar park 7_ 1350.00 746.50 755.50 755.92 5.21 0.57 4.96 0.002063 0.41 2.98
Croitamparic 7;j 4 1800.00 746.50 756.72 757.20 5.55 0.62 5.88 0.001895 0.40 3.42
Cfvitanpark} 7 rE 2150.00 746.50 757.53 758.05 5.82 0.66 6.48 0.001848 0.40 3.82
Cjvita'h•paric? 7;,? s : P 3000.00 746.50 759.07 759.66 6.28 0.73 7.58 0.001777 0.40 4.58

Crvitan pa yt, 6' 800.00 746.80 753.00 753.26 4.11 0.37 4.24 0.001470 0.35 1.51
C yitari park 6 P 1350.00 746.80 754.84 755.19 4.75 0.45 5.55 0.001404 0.36 2.15
Civ(tarj park r; 6' 1800.00 746.80 756.09 756.50 5.14 0.51 6.40 0.001376 0.36 2.60
Crvitan pa &
ter. 2150.00 746.80 756.90 757.36 5.43 0.55 6.96 0.001385 0.36 2.99
Cr`vi?an parity' ' 3000.00 746.80 758.48 759.00 5.89 0.61 8.33 0.001297 0.36 3.61

Ctvitap; a 800.00 746.30 752.39 752.68 4.30 0.40 4.61 0.001511 0.35 1.70
-i'' - 1350.00 746.30 754.19 754.60 5.16 0.53 5.96 0.001597 0.37 2.73
aa' 1800.00 746.30 755.40 755.90 5.69 0.62 6.83 0.001650 0.38 3.51
vifa 2150.00 746.30 756.17 756.74 6.09 0.69 7.35 0.001733 0.40 4.22
GIV ,p 3000.00 746.30 757.61 758.36 6.98 0.88 8.29 0.001963 0.43 6.11

Civita 800.00 744.30 752.10 752.26 3.19 0.20 6.01 0.000618 0.23 0.65
Civt Wpq 1350.00 744.30 753.82 754.09 4.17 0.33 7.35 0.000847 0.27 1.37
e' iterl _ 1800.00 744.30 754.97 755.33 4.78 0.42 7.80 0.001031 0.30 2.02
Gi ita p 2150.00 744.30 755.71 756.12 5.18 0.49 8.09 0.001157 0.32 2.54
Cntitap 3000.00 744.30 757.17 757.64 5.70 0.58 8.79 0.001262 0.34 3.29

C?wfan pa. , 800.00 744.70 751.71 752.07 4.84 0.51 4.58 0.001953 0.40 2.45
Civrtan par'n,,?,t g 1350.00 744.70 753.28 753.84 5.98 0.73 5.54 0.002344 0.45 4.34
DWa `pail t?7a 3.; b; w4 1800.00 744.70 754.34 755.01 6.56 0.90 4.92 0.003217 0.52 5.92
NEC-RAS Plan: Civexistbnk River. Salem Creek Reach: Civitan Park (Continued)
Reach j River Sta ,t Ptofat ` {"y Q Total Miri Ch E( Elev`, ?E G, Eiey s,sVet Chnl =y? Shea hard y ' ,Hyd nDe h k Ro ha
(fllsj', (Ib .
vitan park
61 3 P F4 .. '* 2150.00 744.70 755.07 755.78 6.78 0.95 5.13 0.003236 0.53 6.44
Civitatt park « ?3 P 3000
00 744.70 756.55 757.30 7.02 0.98 5.72 0.002963 0.52 6.87
. .

Civitan park''; ; 00
800 746.00 751.47 751.77 4.37 0.41 4.35 0.001618 0.37 1.81
.
Cwitan park 2 s yet 1350.00 746.00 753.04 753.48 5.37 0.57 5.66 0.001735 0.40 3.07
Civit?n pa'tk 4," r 1800.00 746.00 754.03 754.60 6.06 0.70 6.46 0.001865 0.42 4.24
CWitanpark ?
2150.00
746.00
754.71
755.37
6.53
0.79
7.00
0.001952
0.44
5.17
Gta p rk 3000.00 746.00 756.18 756.92 7.09 0.89 8.14 0.001895 0.44 6.30
T,
Y:
Civitan park' 800.00 745.50 750.64 751.09 5.39 0.66 3.77 0.003001 0.49 3.56
v?fan"park
C
!? 1 1350
00 745.50 752.13 752.77 6.43 0.86 4.92 0.003002 0.51 5.53
i
t .
Civitan'parfc AN 1" 1800.00 745.50 753.06 753.85 7.18 1.02 5.80 0.003005 0.53 7.29
'
Crvltan park ,_ j> ;1 2150.00 745.50 753.69 754.60 7.69 1.13 6.44 0.003001 0.53 8.66
?
3000.00 745.50 755.00 756.13 8.70 1.36 7.74 0.003004 0.55 11.79
2
HEC-RAS Plan: Civexistbnk River. Salem Creek Reach: Civitan park
Reach e Sta t°`Pro le'a,
RVt -Q-Total"± ?,
Ch
, ?°N1Sr.Elev ; rttWS YE?ev'' G'Slope°
h 8 1 w.Ar'e"? ` ? to r'Frou(ie#Cfil
.
_ r< <rt¦+? '1 i :'
??
? s
??
v i
?
(cf5)
? .
,
}, ??'
(n)
d
., 't,` a v
(ft)
-
: r'. ?.?i
?h)
t
?? ?
?'
(ft) _
,.. '., .l .
?(fUft?

s?f(l ?
1
:-. (sq?ff

ft .
y.. r
?? ,?
'fi
'^'? ?
.k ?_ ?
??
fiti
b nkfull
CJVitan park • (8 a - ,
•? .
800.00 ..
.
.
749.00 .t
s. ?
753.97 ;
;
752.38 a ..:,
?„,
754.39 0.003058 -
5.20 f
153.78 _
42.94 :
n.
0.48
,?,
Ci0an `park 8 Y, t, 1350.00 749.00 755.67 753.48 756.20 0.002654 5.85 230.89 47.74 0.47
Cwitanpark?Br 1800.00 749.00 756.90 754.20 757.45 0.002894 5.96 302.15 65.77 0.49
Civitari,park g . t 2150.00 749.00 757.71 754.71 758.28 0.002504
002241
0 6.04
6
51 356.03
532
21 67.63
202
79 0.46
0
45
Givtta?'park 3000.00 749.00 759.22 755.93 759.88 . . . . .

Civttanparki74 b 800.00 746.50 753.75 752.08 754.09 0.002521 4.68 171.02 47.92 0.44
Can parka 1350.00 746.50 755.50 753.02 755.92 0.002063 5.21 258.98 52.21 0.41
Civitanatk ; ;7: 1800.00 746.50 756.72 753.68 757.20 0.001895 5.55 324.27 55.13 0.40
Clvitan
ark 7 00
2150 746
50 757
53 754
13 758.05 0.001848 5.82 369.65 57.07 0.40
p . . . .
Civitan°park ;F 7 3000.00 746.50 759.07 755.18 759.66 0.001777 6.28 610.65 264.91 0.40

C vitae 6 800.00 746.80 753.00 750.56 753.26 0.001470 4.11 194.87 46.00 0.35
Clvitan p 6 "x 1350.00 746.80 754.84 751.59 755.19 0.001404 4.75 284.22 51.22 0.36
F '...,f
Ctylta? park 4 y 6
1800.00
746.80
756.09
752.31
756.50
0.001376
5.14
350.43
54.77
0.36
Ciyjjan`paE}c . " 2150.00 746.80 756.90 752.82 757.36 0.001385 5.43 396.22 62.91 0.36
Civa" 3000.00 746.80 758.48 753.90 759.00 0.001297 5.89 681.52 267.19 0.36

800.00 746.30 752.39 749.85 752.68 0.001511 4.30 186.21 40.38 0.35
Stve a 1350.00 746.30 754.19 750.90 754.60 0.001597 5.16 261.76 43.91 0.37
j a 1800.00 746.30 755.40 751.66 755.90 0.001650 5.69 316.55 46.38 0.38
CM0 a . " 2150.00 746.30 756.17 752.19 756.74 0.001733 6.09 352.80 47.98 0.40
a 3000.00 746.30 757.61 753.37 758.36 0.001963 6.98 508.33 304.94 0.43

C Eta ,par 800.00 744.30 752.10 747.86 752.26 0.000618 3.19 250.71 41.71 0.23
Civitppn.ParK 1350.00 744.30 753.82 748.98 754.09 0.000847 4.17 323.60 44.01 0.27
C "?
tyitan? UM! 1800.00 744.30 754.97 749.77 755.33 0.001031 4.78 376.93 48.34 0.30
C?vtta ""p? ark

a
2150.00
00
00
744.30
744
30
755.71
17
757
750.32
50
751
756.12
757
64
0.001157
001262
0
5.18
70
5
439.07
757
35
114.07
387
41
0.32
0
34
n pa
Cjvl .
30 . . . . . . . . .

lmiii MW ?, ? ?? ? M M M M M M M M
HEC-RAS Plan: Civexisthnk River: Salem Creek Reach: Civitan park (Continued)
_.
Ri 5t" .rofile' r Q;Total<=

Reach ve
' ? ?
_?
';1 ?
?
^ -?
':Min Ch E

-•
'°W
S`Ely

?
'

Cnt S'r

A _ ??
?

-:E°GEIeVr

??
y>

io

Vel`.C 'nl

Flovt°Ar"

(a th`":

r •

Frond 'ChIX

t ,? ? ?,..
1 s'9r. R
!
d
;„f ? ? (cfs) ?c:?
;? ?.{?,
.?Y.X '
r >(ft) ; I
? (ft)'??
r,:? .
?, (ft)ac;s Y: ?!
{
-`?".,'{ft)' ? .,
?:?!.?:{ftlfk r?
. ray.
u"r` ,{ft/s} {sqS {ft) +;t, ? '
?,.:;fat? s,,.,:.
00
s ban
ful800
CMtan parka 744.70
751.71 74
9.13
752.07 _
0.001953
4.84
165.24
36.07
0.40
N
.
"
Ctvitan park "i 1350.00 744.70 753.28 750.43 753.84 0.002344 5.98 225.81 40.76 0.45
Civitan?park •r aS 1800.00 744.70 754.34 751.32 755.01 0.003217 6.56 274.55 55.79 0.52
Ciwtan park 2150.00 744.70 755.07 751.92 755.78 0.003236 6.78 317.18 61.87 0.53
Civitan park 1r 3. 3000.00 744.70 756.55 753.24 757.30 0.002963 7.02 522.36 312.21 0.52
Civ_?tan.park 800.00 746.00 751.47 749.18 751.77 0.001618 4.37 184.04 43.57 0.37
Civitan park 1350.00 746.00 753.04 750.21 753.48 0.001735 5.37 255.36 47.38 0.40
Civ?tan,par? 1800.00 746.00 754.03 750.93 754.60 0.001865 6.06 303.58 49.79 0.42
Civitawparkll ' 2150.00 746.00 754.71 751.45 755.37 0.001952 6.53 338.12 51.44 0.44
CivltaR 1 3000.00 746.00 756.18 752.56 756.92 0.001895 7.09 593.17 242.82 0.44

Clyjtan'` a 800.00 745.50 750.64 749.06 751.09 0.003001 5.39 148.63 39.99 0.49
Civitat} p 1350.00 745.50 752.13 750.13 752.77 0.003002 6.43 211.85 44.63 0.51
Civltam a 1800.00 745.50 753.06 750.89 753.85 0.003005 7.18 258.86 53.20 0.53
u'Mtan;p8r 2150.00 745.50 753.69 751.44 754.60 0.003001 7.69 293.32 54.92 0.53
Cfvrf n? akl 3000.00 745.50 755.00 752.61 756.13 0.003004 8.70 467.29 204.64 0.55

NFC_RAS Plans Civexisthnk River Salem Creek Reach: Civitan Dark
Reach Rivet1Sta Pro e ? ?tE G El it
?
.;.
"` FEW S 1EfeV??'{
`'?
'?'?_`"i 4 VVe??Heac W1"
""""_'"_ •`_' ' tctn Loss
4"`i""' { L9s e

' e
_ _,i, ?
?.1 P?wd h
.
E.?
e, jar:..
,,
`
i
- --.
r '"
'
: (ftj
' t
- `
{ft), t
f _ tft} r ?fk)
- f?ft} {cfs} (efs) a ?
C
/
, :t'
r
, ; a
CMtan,park ja 8 n full 754.39 753.97 0.42 0.26 0.04 800.00 42.94
Chita prk? B ; 756.20 755.67 0.53 0.22 0.05 1350.00 47.74
Civ(tan'park, 757.45 756.90 0.55 0.22 0.04 1800.00 65.77
Civitzl?parhltl 758.28 757.71 0.57 0.20 0.02 2150.00 67.63
Civitan pa ft 8 759.88 759.22 0.66 0.19 0.03 0.41 2999.59 202.79
?? 754.09
Cwitanp'a?lh? 753.75 0.34 0.79 0.03 800.00 47.92
?
Givitanparkx'k(T '? 755.92 755.50 0.42 0.71 0.03 1350.00 52.21
Civita p r Y' 7; 757.20 756.72 0.48 0.67 0.03 1800.00 55.13

758.05
Clvitan parlct?:.
757.53
0.53
0.67
0.03
2150.00
57.07
Clvitan pa+r -' 759.66 759.07 0.59 0.63 0.03 109.65 2890.35 264.91

Civi an'pa ., 753.26 753.00 0.26 0.58 0.00 800.00 46.00
Civitan p r 755.19 754.84 0.35 0.58 0.01 1350.00 51.22

Giv t a 756.50
OUNEWMI
756.09
0.41
0.59
0.01
1800.00
54.77
Chita ., ?a 757.36 756.90 0.46 0.60 0.01 0.03 2149.97 62.91
i 759.00 758.48 0.52 0.62 0.02 128.13 2871.87 267.19

752.68 752.39 0.29 0.38 0.04 800.00 40.38
Civia a 754.60 754.19 0.41 0.46 0.04 1350.00 43.91
Giver , 755.90 755.40 0.50 0.53 0.04 1800.00 46.38
? "'ta 756.74 756.17 0.58 0.58 0.05 2150.00 47.98
x a 758.36 757.61 0:75 0.64 0.08 37.61 2962.39 304.94

y a .; , 752.26 752.10 0.16 0.17 0.02 800.00 41.71
C 754.09 753.82 0.27 0.22 0.03 1350.00 44.01
ty} `?atk 755.33 754.97 0.35 0.29 0.03 1800.00 48.34
7
1
Civitan park 756.12 755.71 0.41 0.31 0.03 10.25 2139.75 14.0
i

HEC-RAS Plan: Civexisthnk River. Salem Creek Reach: Civitan park (Continued)
? M M M M
Reach River Sta °. Pro ?? rf E G ?lev,
4 EW?SIev Vel Heed ? Frctn Lases &' h.4os Q L _ 5 p t>
? ?'±?,-?? f. ? ,;. (ft). ? .
?
-F
4 ? Cft t) (ft) . ( );
-•--;
----?
Ctvitan pars ,14 757.64 757.17 0.47 0.32 0.03 161.76 2802.03 36.21 387.41
Civit? paC 3q" "' 752.07 751.71 0.36 0.28 0.02 800.00 36.07
Civi pafky 3'3 753.84 753.28 0.55 0.32 0.03 1350.00 40.76
Ci 'itan'pa ,1a, 3 755.01 754.34 0.67 0.39 0.03 1800.00 55.79
Glvitan+pa??' 755.78 755.07 0.71 0.40 0.02 2150.00 61.87
Pmtorf R r' 757.30 756.55 0.75 0.37 0.00 25.47 2930.05 44.48 312.21

C(yl?an,ga. 751.77 751.47 0.30 0.65 0.03 799.40 0.60 43.57
Cjyktanp 753.48 753.04 0.45 0.67 0.04 1345.72 4.28 47.38
. 754.60
Glvi!aW I 754.60 754.03
754.03 0.57
0.57 0.70
0.70 0.05
0.05 1790.57
1790.57 9.43
9.43 49.79
49.79
Cwltart 755.37 754.71 0.66 0.72 0.05 2135.36 14.64 51.44
756.92
Civitan; V 756.18 0.73 0.70 0.08 91.10 2815.92 92.98 242.82
x.

e 751.09 750.64 0.45 799.92 0.08 39.99
752.77 752.13 0.64 1347.89 2.01 44.63
753.85 753.06 0.80 4.49 1790.26 5.25 53.20
75, 753.69 0.91 12.80 2128.50 8.69 54.92
`t (;? 756.13 755.00 1.13 84.07 2896.44 19.49 204.64
t
n

CIVITBnk.rep
Warning:Divided flow computed for this cross-section.
River: Salem Creek Reach: Civitan park RS: 5 Profile: bankfull
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is
or greater than 1.4.
This may indicate the need for additional cross sections.
River: Salem Creek Reach: Civitan park RS: 5 Profile: PF 5
Warning:Divided flow computed for this cross-section.
River: Salem Creek Reach: Civitan park RS: 4 Profile: bankfull
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is
or greater than 1.4.
This may indicate the need for additional cross sections.
River: Salem Creek Reach: Civitan park RS: 4 Profile: PF 2
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is
or greater than 1.4.
This may indicate the need for additional cross sections.
River: Salem Creek Reach: Civitan park RS: 4 Profile: PF 3
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is
or greater than 1.4.
This may indicate the need for additional cross sections.
River: Salem Creek Reach: Civitan park RS: 4 Profile: PF 4
Warning:Divided flow computed for this cross-section.
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is
or greater than 1.4.
This may indicate the need for additional cross sections.
River: Salem Creek Reach: Civitan park RS: 4 Profile: PF 5
Warning:Divided flow computed for this cross-section.
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is
or greater than 1.4.
This may indicate the need for additional cross sections.
River: Salem Creek Reach: Civitan park RS: 3 Profile: PF 5
Warning:Divided flow computed for this cross-section.
River: Salem Creek Reach: Civitan park RS: 2 Profile: PF 5
Warning:Divided flow computed for this cross-section.
less than 0.7
less than 0.7
less than 0.7
less than 0.7
less than 0.7
less than 0.7 .
Page 19
Civitan Park - Exist. Cond. Bankfull 06/18/2001
Civitan park A
Legend

3000 cis
• ..................:.........:.........:........ •----...............----•-•--:.........:_-•••. ................................................. ................................................. ...........................

.......
215 cfs
' ----....:_ ...........-•-••••-- •••---•--:•----• ..:_•----------................. --•-••--•'----•--- :.._.... --------------- '. :. '

1800 d
......._i .........:....•- ? :.-------- --•------ :_..... ............................. ................................................. •-•- .................. ---- •••• ..... -•-
1350 d
760 s
--------
800 ds
. ..................................................
..:. _ :. __
....................... -•-•- --•-•
.. ..: _...... ?
---- _.. .--•• ......- -•-•- --••- -••- ----••. - ---- •••-
Ground
755

w
750

745
----------------------------------
-------------------------------------------------
740
0 500 1000 1500 2000
Main Channel Distance (ft)
1 in Horiz. = 25U tt 1 in Vert. = 5 tt
Civitan Park - Exist. Cond. Bankfull 06/18/2001
River = Salem Creek Reach = Civitan park XSec 1 @ surveyed sect 16 RS = 1
-10. .07 035 - A .07 -?
Legend
770
-
i i
----'--->----•---•L---•---- ' - = ._.... ' }----_....! .---•---•'
(•
-"------
} }
WS PF 5

WS 4

PF
} ......... --------- }-••--'••.}--------- }._....
.........'
--- ....... }---------L--------- }--"--•--
--------- --------'}------_- 4......... ------ } ' } '
r WS PF 2
765
' --------- --------t•-----•-•r-•-------i--------- ---•-•---F-••--•---F--------'f--------- --------- --------- f F }... ...•--•t•--""----}-.
WS bankfull
.... .............. }.._..__..}--------- }......... .................... --------- }-------------------- ---------- --------- }--------- }......... --------- --------- ------- -}--------- }-.•---•.-i---------
}__.....__.
--------- -}

Ground

---}-----....r. r.--•-•-••? -•--••---} r------••-r "'•-•---}-•---•--- - }- }- --------- --------- (-•---- •-(-•---•"-r --------- --------- r.........}_. Bank Sta
------ '•}-•----•--}'---'----}.........} ......... .........}.................... }--------- }--------- ...---._.F--------- }--------- }--------- }--------- - ---•' ---- -•}-°•^-^}--------- }--------- --------- ---------
760

C } }---...---}•--• ..... ......... . }-•--•-•-.}------•--}--•-----•}--._----- --------- :-.... --•-•}--•---...}........ ......... .......... }----- --- --------- }--------- }................... }•--------}-•
,
d
W .........}. ...... }......... }.................... .......... }......_..L.........}.........}....•.-.. ------...L--..._..-}--------- }--------- }--------- --------- ---- ---- }--------- }--------- }................... ?•--------}..
755

...--• ................... ......... .........
.......... y..
-------}--------- ---- --- F--------
--- - F ? F }• f
-------- --------- ---------

---
-----
--- -• ------ i..
--- -- -- -
_....._. _.__.._..r ......... ......... .._._.._. ..
750
........!

-••-----
------

---•---

-----•-- .....

---•--•-- •-•--••- •-•------
---------
_._......}.........}.........i.----•---}--....•_- --------- '------------------- '------ .._} ......... ......... .........!--------- ......... '..._ ----. ..." -----"- - ..... .....
.__....... ?..._.....! ......... .......•_' ......._ .-...---' ....._..-!.--------- •-------- ........' ' ...._....' ' .

745
0 10 0 20 0 30 0 400
Station (ft)
1 in lion. = b0 tt 1 In ven. = 6 it

Civitan Park - Exist. Cond. Bankfull 06/18/2001
River = Salem Creek Reach = Civitan park Cross Section 2 Surveyed Sect. 15 RS = 2
- .07 035 .07

Legend
:....-.__.i....--•- ••--•---- ---•----- • ................ :.----._..:.

765 WS PF 5
-
. .......................... ................................................ ........................ ------ ...... ._... ............................. ................... -• W
.......:......... ......•--.•--------.-•--•-•--.--••-•-- ----- ---- .--• ..................... ........................
WS PF 3

.........
....................................... _.._..
. ._•. --•-• -•-•- -- WS PF 2
• ...:...............•••- ......... .............. ............. --••-•• ............................. .......... WS bankfull
760
:
:
:
:
: ¦

Ground
---- -
...
..
-.. .........
.. :......... -
•----•-- ......... • .............•....
---- .._.._.._.... ............... ----. .......... ....................................... •-•-..

Bank Sta
---------

755 t-- -
i ---- ...... ..... --•-- -•--- --••.. ....
•-- ... ..............................................

w ---- -•... ••-- ---- -••• ..... •--•
750

745
1000 1100 1200 1300
Station (ft)
1 in Honz. =butt i in ven. = b.uiaoos n
?¦¦ l i l i i i i i i i i i i ? s ? ? ? ? ? ? i ? M S M M M
Civitan Park- Exist. Cond. Bankfull 06/18/2001
River = Salem Creek Reach = Civitan park Cross Section 3 @ Surveyed sect 13 RS = 3
.07 035 07

• .................. ....................................... ........................................... -•••- •••--•-•••----• ................................................. ...... Legend
---•------ -------------------:---•-----:----•----:-----•-•- -----•---:----------------- ----- -•-- ---•- -•-•-• ------ ---• .--- ----- -•-•- -•-•-- -•--• ---- ---------------
WS PF 5
:.........:.. :_.._......................................................
,f-
-
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-
WS PF 3
765-
WS PF 2
........... -•--•---•:-•--•••- : .........:....... .........:.. ........... ..................................... ...........................
WS bankfull
- ------------ ------------------------------------------------- ------------------------------------------------- ------------------------------------------------- ------------------------------------------------- ---------------
.

Ground

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760

--------------
o
_
...........
.................... •••-•-•-••••-•--•-
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.

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4-
-----•-- ------------------ -•-------•-•--------- ---• ................................ ............ •••-•• ---- •_... •-••-

745

900 1000 1100 1200 1300
Station (ft)
1 in Honz. = 5o n 1 in Vert. = 5 tt

Civitan Park - Exist. Cond. Bankfull 06/18/2001
River = Salem Creek Reach ='Civitan park Cross Section 4 @ Surveyed sect 12 RS = 4
07 CIF .035 .07 ---
Legend
I......... ' --•----•- ---------' --------------------- ---------- •-- ............................................. •--------;--•••--••;..•------;.........;------- -
----- --°. •••• -••••• --
WS PF 5
'OF 4
WS
WSPF3
765
i •
•--•- ---- .............................

....... ;--------- .........
........•,
? --•;-•-----•-' i
---------;---•--••-;•-•------;---------;-----•-•-
------- -;------ •-•- --•- ------
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. .
...;.--- -- . ---•--- ......... ;......... ---------- ---------- ---------- -----•--- --------- -------- ; ------
....... •--------;----•----;-------•-;•--------
-

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760

?. -. ----- -----• . ---•
`

. ..................
.-- -.
0
4 ---------- .........................
w
755
.•-•

---- -•••..
-••• --•- •--- --.- ------•
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............................. -•-• ---------
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.........
---------

------------------- --------- ---------
...............................
............................. -••• •-•---•

.
---------
; ................ +--------- ? ------
---------
------•- ; -- -•--

-;------••-? ; -. ----- ----- ---- ..... ------.

•
745
---------
800 900 1000 1100
Station (ft)
1 in Horiz. = 50 tt 7 In ven. = b n
-9111111111101 wr . i? iiiw w w w w ? Iw w w Iw I? I• M M
Civitan Park - Exist. Cond. Bankfull 06/18/2001
River = Salem Creek Reach = Civitan park Cross Section 5 @ Surveyed Sect 8 RS = 5
07 .035--
.07

Legend
770-

--
-
WS PF 4
? i i i i
WS OF 3
WS PF 2
765
WS bankfull
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•
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.
, --......-:- .... .........
.....
760

,
_..... .... ..... ...................
..._.
o ---- --•- ---•-- •----- ------ .. ------- ---- --•- •-•--
--- - --------- ....................
.
......... ...........
,..
;......... '.........
S
••. ----
W
755

750

600 800 1000 1200 1400
Station (ft)
1 In Hong. = luu Ti 1 in ven. = o Ti

Civitan Park - Exist. Cond. Bankfull 06118/2001
River = Salem Creek Reach = Civitan park Cross Section 6 @ Surveyed Sect 7 RS = 6
07 A( .035 ---- .07 -?
--
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g
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. ......... .........i--...... ' ...................

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WS bankfull
.. d
................ ....... ' -------------------- ---------- ....... ' ....--• •••-•- .........
• ........... ....•••- -- .......... ................... ...................
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..... . ....... ---•- •---. ----. .......... . •----•
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760

0
?
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?
W •-•-- ..-•- ......... •-••- --• ........

755
750
700 800 900 1000
Station (ft)
1 in Honz. = 5u n i in Vert. = o rr
?? .? !• fA 1• ? f1? ? i1i? i ? ? i? ? ? ? ? ?
Civitan Park - Exist. Cond. B ankfull 06/18/2001
River = S alem Creek Reach = Civitan park Cros s Section 7 @ Surveyed Sect 3 RS = 7
07 .035 .07 - ?
-
Legend
770-
WS PF 5

.......................
.............. •------•-----.--•----• ---•-
•--- ---- ---- ---- ---••--
---- .--- .............................
................................................. WS 'OF 4
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.
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------•• --------- ---------------------------------------- ------------
------------------------------------- ---- ---•
-------------------------------- ----• ..... ..... Ground

Bank Sta
-
760 ------------------------
R -------------------------------------------------- -------------------------------------------------- ------------------------------------------------- --------- --------
c ---- ---- ---- ---• ---- -•-• ...... ....
0
%

755
750
100 200 300 400 500
Station (ft)
1 to honz. = ou Ti 1 in vert. = o Ti
A0-7111111111111111t M? i >?1 ?¦¦ i ! I? li IIIIIIIIIIIIIIIII I? IIIIIIIIIIIII?
Civitan Park - Exist. Cond. Bankfull 06/18/2001
River = Salem Creek Reach = Civitan park Cross Section 8 @ Surveyed Sect 2 RS = 8
e 07 035 --.07 10.
10
.
a 9en
. -•.... ....• ---•- -•--- •. ..-•-
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}
765 Ground

:.. ?. :.. .......... • •-•--

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760
----- ...... ...-•-
A ---•- -• -••-- ...•• ••-•-- .......... ....
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w i
755
----------
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750
100 200 300 460 500
Station (ft)
1 in Horiz. = 50 tt 1 in Vert. = 5 n
t
/ Mao Kev
Eroding Bank
Sediment Bar Jift
Debris Jam
Distribution Tower
Transmission Poles i
Sanitary Sewer . _?-
Water Main
/ Existing Trees
Proposed ChaaaelslwQ Ponds
wetland Impact Areas '
Stream Channel Impact Areas
e
P
n
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9
I 1G
ti\

Stadium Branch
Drainage Swale
Civitan Park
a \
FoGSBaa\
I I tia. a..

Trail

Parking Lot

CLEAR CREEKS CONSULTING
1317 Knopp Road, Jarrettsville, Maryland 21084 [phone]
Designed: R. Powell 11/02
Drawn: R. Powell 11/02
Park View Street
Salem Creek- Civitan Park
Stream Restoration
wedand and stream Impact Areas
Scale: 1 in. =100 R

Civitan Park
-Landfill
74
Drainage Swale

Landfill,_ , N?
? L
Drainage Swale
N
d
w
v7
d
a
Man Kev
Eroding Bank
Sediment Bar
46-
Debris Jam
Distribution Tower
Transmission Poles •
Sanitary Sewer _?_.?
Water Maio
Existing Trees
Proposed Channek/WQ Ponds , .

Wetland Impact Areas i
Stream Channel Impact Areas

Foot
1\

Parking Lot

Park View Street
.da CLEAR CREEKS CONSULTING
Piro*
1317 Knopp Road, Jarrettsville, Maryland 21084 [phone]
Designed: R. Powell 11102
Drawn: R. Powell 11102
Salem Creek - Civitan Park
Stream Restoration
Wetland and Strum Impact Areas
Scale: 1 in. =100 ft.
Unnamed Tributary
PERMITTING DOCUMENTATION
WETLAND AND STREAM IMPACT AREAS
`Q?pF W ATF9?G f
Michael F. Easley, Governor
William G. Ross Jr., Secretary
q North Carolina Department of Environment and Natural Resources
p Y Alan Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
August 7, 2003
DWQ # 03-0885
Forsyth County
CERTIFIED MAIL - RETURN RECEIPT REQUESTED
City of Winston-Salem
Attn: Keith Huff
Storm Water Department
Post Office Box 2511
Winston-Salem, NC 27102-2511
Subject Property: Civitan Park Stream Restoration Project
Dear Mr. Huff:
On July 16, 2003 the Division of Water Quality (DWQ) was notified by receipt of your application
regarding your plan to fill waters for the purpose of stream restoration in Forsyth County. Approval from DWQ
is required to disturb these areas. Please provide 7 copies of the following information and refer to the DWQ #
listed above in your reply. Please show these on maps of suitable scale (for instance 1" = 100 feet) so we can
begin to determine your projects' compliance with 15A NCAC 2H.0500.
1. Please fill out the attached Morphological Measurements Table and Stormwater Wetlands
worksheet. Please note that all of the information requested may not apply.
2. Please send 6 additional copies of the Design Report.
Please telephone Todd St. John at 919-733-9584 if you have any questions or would require copies of our
rules or procedural materials. This project will remain on hold as incomplete in accordance with 15A NCAC 2H
.0505(c). The processing time for this application will begin when this information is received. If we do not
hear from you by writing or by fax at [phone] within three (3) weeks we will assume you no longer want
to pursue the project and will consider it withdrawn.
Program
JRD/bs
cc: Winston-Salem DWQ Regional Office
Raleigh Corps of Engineers
Central Files
File Copy
molw,
NNUENR
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http:l(h2o.enr..que.ne.iWncwetlands)
Customer Service #: 1-877-623-6748
.,an Detail Incomplete
L3 Please provide a location map for the project. 7 Z of ??
Z3. Please show all stream impacts including all fill slopes, dissfpators, and bank stabilization on the site plan.
a Please show all wetland impacts including fill slopes on the site plan.
? please indicate all buffer impacts on the site plan.
? Please Indicate proposed lot layout as overlays on the site plan.
b ? 0 8gc
? 'please indicate the location of the protected buffers as overlays on the site plan.
?, Please locate all Isolated or non-Isolated wetlands, streams and other waters of the State as overlays on the site plan.
? Please provide cross section details showing the provisions for aquatic life passage..
? Please locate any planned sewer lines on the site plan.
? Please provide the location of any proposed stormwater management practices as required by GC
? Please provide detail for the stormwater management practices as required by GC
? Please specify'the percent of project Imperviousness area based on the estimated built-out conditions.
•Q Please Indicate all stormwater outfalis on the site plan.
? Please indicate the diffuse flow provision measures on the site plan. .
? Please Indicate whether or not the proposed impacts already been conducted.
Avoidance and/or Minimization Not Provided
o The. on the plans does not appear to be necessary. Please eliminate the or provide additional Information as to why .
It is necessary.for this project
? This Office believes that the labeled on the plans as can be moved or reconfigured to avoid the Impacts to the Please
revise the plans to avoid the Impacts,
This Office believes that the `laaefcurl on the plans ai can be moved or reconfigured to minimize the Impacts to the Please .
revise the plans to mlydmize the Impacts.
The stormwater discharges at the location on the plans labeled will not provide diffuse flow. through the buffer because Please
revise the plans and provide calculationsto show that diffuse flow will be achieved through the entree buffer. If It is not possible to achleve. diffuse
flow through the entire buffer then. it may be necessary to provide stormwater management practices that remove nutrients before the stormwater .
can be d1s6harged through the buffer.
ether
I . , The application fee was insufficient because over 150 feet of stream and/or over 1 acre of wetland impact Was requested. Please provide $
This additional fee must be received before your application can be reviewed
Please complete Section(s) on the application.
Please provide a signed copy of the application.
Please provide copies of the application, copies of the site plans and other supporting Information.
Ngaflon
of compensatory mitigation Is required for this project. Please provide a compensatory mitigation plan. The plan must conform .
to the requirements in 15 A NCAC 2H .0500 and must be appropriate to the type of impacts proposed
Please indicate which 404 Permit #is USACE would use to authorize this project.
J
i?urr Me?? n
,M FMS ?iD S
iW JV1
(VII J
Carolina
City of Kinston Salem, North
Public Works Department
1D11 Fax T nsmittal
Date: 7/17/0-3 Total number of pages, including" cover sheet: _ Z
f I
To:
Name/Organization: N %" tar. a F LI a G 1
Fax Number: III- 7-U•_16893 - Phone Number:
Subject: ? q I a&4Z% L..A
From:
Name:
Phone Number: 33` - -z.
Comments:
1 1 OI F
ut. 'iii :;
VINO evarf s??-c[101
Street Address: 100 E first Street - Suite 441, City Hall South - Winston-Salem. NC 27101
Mailing Address: P.O. Bax 2511 - Wieeton_fwalem, NC 27102
Telephone: [phone] - Faz [phone]
10 39Vd WWONDiAW S-M L£Z£8PL9££ tt:SZ 6003IL11LO
XW. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control}.
Applicant/Agent's Signaa(ure Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
W 1401 011.
JUL 12u3
W QUALI' sECTIO k
Page 10 of 10
ZO 39Cd WWOMiAw S-M LEZEBPL9EE TT:ST E00Z/LT/L0
SALEM CREEK - CIVITAN PARK
STREAM RESTORATION
CONSTRUCTION SPECIFICATIONS
PREPARED FOR
PILOT VIEW, INC.
AND
THE CITY OF WINSTON-SALEM, NORTH CAROLINA
PREPARED BY
CLEAR CREEKS CONSULTING
JULY 2003
Construction Specifications
Project Description 2
Section 1 - Mobilization 4
Section 2 - Construction Stakeout 5
Section 3 - Maintenance of Traffic 7
Section 4 - Pollution Control 8
Section 5 - Project Dewatering 13
Section 6 - Clearing and Grubbing 17
Section 7 - Stream Channel Excavation 18
Section 7d - Special Specifications for Log/Boulder Step Pools 21
Section 8 - Floodplain Excavation/Wetland Creation 23
Section 9 - Floodplain Excavation/Water Quality Ponds 25
Section 10 - Storm Drainage 29
Section 11 - Cross Vane 33
Section 12 - Rock Vanes 35
Section 13 - Rock Sills 37
Section 14 - Asphalt Walking Trail 38
Section 15A - Special Specifications for Prefabricated Foot Bridge 39
Section 15B - Boardwalk 46
Section 16 - Seeding and Mulching 52
Section 17 - Planting Trees and Shrubs 58
Section 18 - Installing Wetland Emergent Plants 61
Section 19 - Installing Live Stakes 64
1
PROJECT DESCRIPTION
1. Scope
a. The City of Winston-Salem, North Carolina proposes to restore 2600 linear feet of Salem
Creek and 2100 linear feet of Stadium Branch, create a five (5) acre wetland system,
construct two (2) wetland/water quality ponds, and reestablish 17.5 acres of riparian
habitat in Civitan Park.
b. The work consists of excavation and removal of an existing rubble landfill, excavation
and fill to create new stream channels and stabilize existing channels, installation of in-
stream structures to provide stream bank protection and grade control, excavation to
create a wetland system, excavation and fill to create wetland/water quality ponds,
extension and relocation of existing storm drain pipes, construction of trails, boardwalks,
and a pedestrian bridge, installation of soil bioengineering practices, planting of native
plant material, seeding and mulching for stabilization, and all necessary incidentals
described and illustrated in this Construction Specification Document.
c. The work to be performed under this Contract includes, but is not limited to, furnishing
all materials, labor, equipment, tools, plants, seed, superintendence, transportation and
performing all work in strict accordance with these specifications and drawings.
d. The work shall be performed under contract to City of Winston-Salem hereafter referred
to as the City and under the direction of Clear Creeks Consulting, hereafter referred to as
the Project Manager.
e. The work shall be completed in all its parts and ready for use in the time specified and in
strict accordance with the terms and conditions of the Contract Documents. Any
deviation shall be subject to the approval of the City and the Project Manager.
f. The Contractor shall follow the requirements of all the permits issued for the proposed
construction.
g. The Contractor shall be prepared to execute a finished project in every particular without
extra charge, unless specifically provided for within the contract.
2. Project Site
' a. The project site is located in Civitan Park in Winston-Salem, North Carolina along Salem
Creek between Martin L. King Jr. Drive and Vargrave Street. The project shall be
completed in five phases, which include:
I PHASE DESCRIPTION
1 Diggs Boulevard Storm Drain
' Relocation, Stadium Branch
Relocation & Floodplain Wetland
Construction
' 2 Gully Repair, WQ Pond #2
Construction, & Park View Street
' Storm Drain Installation
2
i
i
3 Salem Creek Restoration, Storm
Drain Repairs/Extensions & WQ
Pond #1 Construction
4 Trail, pedestrian bridge and
boardwalk
5 Bioengineering, Wetland and
Riparian Tree and Shrub Plantings
6 Wetland Emergent Plantings
b. The Contractor shall perform all activities related to this contract within the Limits of
Disturbance (LOD) illustrated on the Drawings.
c. The project site shall be accessed through the designated access points illustrated on the
Drawings.
d. The Contractor shall begin work at the top of the project and work downstream until the
project is completed and stabilized in accordance with the Contract Documents.
END OF SECTION
3
i
i
i
i
CONSTRUCTION SPECIFICATIONS
SECTION 1
MOBILIZATION
1. Description
This work shall consist of the construction preparatory operations, including the movement of
personnel and equipment to the project site and for the establishment of the Contractor's on-site
offices, buildings, and other facilities necessary to begin work.
2. Materials
Not Applicable
3. Methods
All work performed in providing the facilities and services shall be done in a safe and
workmanlike manner.
4. Measurement and Method of Payment
Mobilization will not be measured for payment but will be paid for at the Contract lump sum
price.
END OF SECTION
4

CONSTRUCTION SPECIFICATIONS
' SECTION 2
CONSTRUCTION STAKEOUT
1. Description
' This work shall consist of preserving and maintaining construction layout stakes and benchmarks
installed by Big Eagle Surveying and as specified in the Contract Documents or as directed by the
Project Manager.
' Big Eagle Surveying surveyed the existing elevations and contours shown on the plans, cross-
sections, and profiles in 2001. Existing elevations and grades may have changed since the
original survey was completed due to stream erosion, sediment accretion, and fill. It is the
Contractor's responsibility to confirm existing grades and adjust earthwork as necessary at no
additional cost to the City.
2. Materials
Not applicable.
' 3. Methods
3.1 Line and Grade
Big Eagle Surveying will provide the Contractor with the following:
a. Reconstructed Stream Channel Stakeout
Utilizing the Baseline Survey and the Construction Plans, Big Eagle Surveying will
establish appropriately spaced benchmarks and the necessary references including all
P.C.s, and P.T.s for the preservation and control of the thalweg and bankfull channel
alignment.
' b. Structure and Feature Stakeout
Utilizing the Baseline Survey and Construction Plans, Big Eagle Surveying will set
' stakes at key points along the floodplain. These stakes will be marked with the thalweg
station and denote the bed feature or structure associated with that stationing. These
stakes will be utilized during construction to verify stationing of bed and structural
features (i.e., top and bottom of riffles, runs and pools; and log and rock sills, cross vane
sills and cross vane arm tie-in points, steps and pools, etc.).
' c. Wetland and Water Quality Pond Stakeout
Utilizing the Baseline Survey and Construction Plans, Big Eagle Surveying will set
' stakes at key points along the floodplain areas designated for the wetland and water
quality ponds. These stakes will be marked to denote the location of specific wetland or
pond features (i.e., embankment, water control structure, forebay, marsh, micro-pool,
' etc.). Where appropriate the stakes will indicate the existing and proposed elevations.

3.2 Control Markers
' The Contractor shall exercise care in the preservation of the stakes and benchmarks set by
Big Eagle Surveying. If any are damaged or destroyed the Contractor shall reset them at
his own expense.
t 4. Measurement and Method of Payment
Big Eagle Surveying will complete the initial construction stakeout. The Contractor shall be
' responsible for maintaining all stakes' and benchmarks. Any stakes and benchmarks damaged or
destroyed shall be reset by The Contractor at his expense.
' END OF SECTION

CONSTRUCTION SPECIFICATIONS
' SECTION 3
MAINTENANCE OF TRAFFIC
1. Description
' This work shall consist of maintaining traffic, vehicular and pedestrian, on or along the roads
within and adjacent to the project site, affected by the work. This Section sets forth the traffic
control requirements necessary for the safe and continuous maintenance of traffic throughout
the area affected by the work, and is intended to minimize inconveniences to the traveling
' public, while providing for the safety of motorists, pedestrians, and workers.
2. Materials
'
All materials and equipment (e.g., warning and guide signs, warning lights and devices, traffic-
channelizing devices, etc.) shall be furnished, installed and maintained in accordance with an
' approved Traffic Control Plan.
3. Methods
' The Contractor shall prepare and submit a Traffic Control Plan (TCP) to the City for approval,
which will assure the safety of motorists, pedestrians and construction workers for the duration of
the construction project.
' 4. Measurement and Method of Payment
' Unless otherwise specified, the Contract lump sum price for Maintenance of Traffic will be full
compensation for all work necessary to maintain traffic.
' END OF SECTION

CONSTRUCTION SPECIFICATIONS
' SECTION 4
POLLUTION CONTROL
1. Description
This work shall include furnishing, installing and maintaining all measures necessary for the
' prevention and/or mitigation of impacts from pollution during construction. The work will
prevent or minimize the release of sediment, dust, fuel, hydraulic fluid, oil, wastewater, or any
other pollutants into the water or air from the work site.
2. Materials
' All materials furnished shall meet the requirements as set forth in each of the following
subsections. All materials and/or supplies furnished for the purpose of pollution control shall be
of new or good condition.
' 3. Erosion and Sediment Control Measures
Control of sediment production and its introduction to the watercourse shall be prevented or
' minimized during all operations to complete the work under this contract. The following items
set forth some, but not necessarily all, techniques which may be required under this contract.
' 3.1 Silt Fence for Sediment Control
a. This work shall include furnishing, installing and maintaining silt fence for sediment
' control as may be required by local or state regulations. Silt fence shall be installed
in accordance with the specifications shown on the plate on this Erosion and
Sediment Control Sheet.
' b. All materials, construction methods, handling, and maintenance shall be in
accordance with the plate shown on this Erosion and Sediment Control Sheet. Silt
' fence shall be installed prior to the disturbance of stockpiling, staging and
construction access areas shown on the Erosion and Sediment Control Sheet.
3.2 Stabilized Construction Entrance
' a. This work shall consist of installing a stabilized construction entrance at all point of
ingress and egress from public roads. The stabilized construction entrances shall be
installed in accordance with the specifications shown in the plate on this Erosion and
Sediment Control Sheet. The work will include excavation, furnishing and placing
filter cloth and #2 stone necessary to complete the work, and removal of it at the
' completion of the project.
b. All materials, construction methods and maintenance shall be in accordance with the
' plate shown on this Erosion and Sediment Control Sheet.
8
J

d

I
c. Acceptable filter cloths include Mirafi MON, Dupont Typar No. 3341 or 301, Supac
5P or an approved equal. Stone shall meet AASHTO designation M43 Size No. 2 or
24. The Contractor may use a reclaimed or recycled concrete equivalent.
d. Stabilized construction entrances shall be installed prior to any stockpiling, staging,
and/or construction work.
3.3 Temporary Mulching
a. Temporary mulching may be required when permanent vegetated stabilization of the
disturbed areas will be delayed. Temporary mulching will be required when
stockpiles of topsoil and fill will not be used for an extended period of time.
b. Temporary mulching will be accomplished by application of cellulose hydro-mulch,
chopped straw/hay, tackifiers, burlap, cellulose mat or another acceptable erosion
control material.
3.4 Erosion Control Blankets
a. This work consists of installing erosion control blankets on graded slopes as may be
determined to be necessary by the Contractor and Project Manager.
b. Erosion control blankets will be utilized if it is determined they are necessary and
appropriate to maintain the stability of the graded slopes. Any erosion control
blankets utilized shall be composed of organic geotextile fabric with biodegradable or
photodegradable netting. Approved erosion control blankets include Bon Terra C2
Erosion Control Blankets, American Excelsior Curlex Blankets, or an approved
equivalent.
3.5 Dewatering Diversion System
a. During construction, temporary diversions will be required to collect and divert
' stream flow around the work area. The work shall consist of the installation of a
system of pumps and pipes/hoses designed to convey baseflow pumped from an in-
stream cofferdam at the upstream of the construction area to an outfall-point
downstream of the construction area for the purpose of dewatering the construction
area.
b. All materials, construction methods and maintenance shall be in accordance with the
plate shown on the Erosion and Sediment Control Sheet and as described in Section 5
- Project Dewatering.
4. Equipment Fuels and Lubricants
The Contractor shall take all necessary precautions to prevent the spill of chemical pollutants
including, but not limited to fuel, oil, grease, and hydraulic fluid.
4.1 Equipment Leaks
a. All equipment used on the project shall be free of leaks and excessive deposits of
materials such a fuel, hydraulic fluid, oil and other lubricants.
9

d

I
b. At the start of each workday, the Contractor shall perform a visual inspection of each
piece of equipment to check for leaks. During equipment operation, the Contractor
shall watch for leaks that may develop.
c. In the event a piece of equipment develops a leak during construction work, the
Contractor shall immediately remove the machine from the stream channel area and
shall repair the leak. All excess fluids will be cleaned from the machine prior to its
return to the work area.
4.2 Equipment Fueling
a. The Contractor shall provide for safe fueling of all equipment within the work area.
b. Under no circumstances shall the equipment be fueled within the stream channel
area.
4.3 Fuel Storage
a. All fuel stored on site must be in a suitable container. Fuel storage in containers
greater than five (5) gallons shall be in a containment tank, which meets or exceeds
NFPA Standards or other applicable local, state and federal regulations. Mobile
tanks on pickup trucks and service vehicles are exempt from this requirement.
b. Pumps on fuel storage units must be in good working order and free of leaks. The
Contractor shall remove leaking fuel equipment from the work site upon direction of
the Project Manager.
4.4 Equipment Service and Repair
a. In the event that the Contractor must service or repair equipment during construction,
appropriate measures will be taken to prevent contamination of the soil and/or water
during the service/repair operations.
b. Under no circumstances will equipment be serviced in the stream channel area. All
equipment must be removed from the channel to the floodplain area for servicing.
c. All waste lubricants and other chemicals will be disposed of in sealed, watertight
tanks. No more than five (5) gallons of waste lubricants will be retained on site.
5. Sanitary Facilities
' The Contractor shall be required to provide adequate sanitary facilities for their work force as
well as for use by the Project Manager, and Project Observers. Chemical toilets shall be provided
in a quality that is consistent with the requirements of state and federal regulations. Chemical
' toilets will be placed no closer than one hundred (100) feet of the stream edge. The Contractor
will provide for routine maintenance and cleaning of the sanitary facilities.
10

d
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6. Other Chemicals
In the event the work requires the use of other chemicals (e.g., herbicides), the Contractor will use
the chemicals in a manner that is consistent with the chemicals labeled use and the
manufacturer's instructions.
7. Air Pollution
7.1 Dust Control
The Contractor shall be responsible for the control of excessive dust on public roads and
project access roads. The Contractor shall be prepared, at the request of the Project Manager,
to suppress dust. If chemical dust suppressants are used, the Contractor shall use a
commercially available product specifically designed for dust control and shall follow the
manufacturer's recommended rates and methods of application.
7.2 Equipment Emissions
The Contractor shall be responsible to insure that all equipment has proper and functioning
emissions control equipment. All equipment will have mufflers and will be free of excessive
smoke emissions. In the event the Contractor's equipment is emitting excessive smoke, the
equipment will be removed from the work area and repaired or a substitute piece of
equipment will be brought to the project site. The Contractor will be solely responsible for
the mobilization and demobilization costs associated with replacement of any equipment that
is pulled from service.
8. Maintenance, Removal and Restoration
The Contractor shall maintain all pollution control measures in good operating form until such
time that the measures are no longer needed. Upon completion of the work, the Contractor shall
remove any temporary pollution control measures installed during construction and shall restore
the site to original conditions as reasonably practical.
9. Measurement and Method of Payment
9.1 Method 1 - Unit Prices
For items of work, for which unit prices are established in the contract, each item will be
measured to the nearest unit applicable. Payment for each item will be made at the contract
unit price for that item. Payment for chemical dust suppression items shall not be made for
applications that are excessive or unnecessary. Such payment shall constitute full
compensation for the completion of the work.
9.2 Method 2 - Lump Sum
For items of work, for which lump sum prices are established in the contract, payment will be
made as the work proceeds, after presentation of adequate invoice documentation showing
the Contractor's cost. If the total of such payments is less than the lump sum contract price
for that item, the unpaid balance will be included in the final contract payment. Payment of
the lump sum contract price shall constitute full compensation for completion of the work.
11

9.3 Method 3 - Incidental Costs
' For items of work, for which a specific bid price is not requested, the costs shall be
considered incidental to the total items of work and no payment shall be made separate
and distinct for pollution control. Pollution control costs will be included in the costs of
' the other work items.
END OF SECTION
12

I

CONSTRUCTION SPECIFICATIONS
SECTION 5
PROJECT DEWATERING
1. Description
In order to meet the requirements of state and federal regulatory agencies, stream channel
construction generally requires that work be completed in a dry channel condition. During
construction, various techniques ranging from construction of passive by-pass channels to
installation of pump diversions, are utilized to divert stream flow around the work area.
Traditional riprap projects generally allow for partial channel dewatering by diverting the flow to
one side of the existing channel. However, geomorphic-based restoration often involves
significant channel reconstruction requiring stream flows to be diverted completely around the
project.
The work described in this section shall consist of the collection and diversion of surface water
and groundwater from the stream channel as necessary to perform the construction required by
the contract. The work shall involve the installation of a system of cofferdams, pumps, pipes and
hoses designed to convey stream flow pumped from an in-stream cofferdam at the upstream of
the construction area to an outfall point downstream of the construction area for the purpose of
dewatering the construction area.
2. Diverting Surface Water
The Contractor shall install, maintain, and operate all cofferdams, pumps, pipes and hoses and all
other temporary diversion and protective works needed to divert stream flow and other surface
water through or around the project site.
2.1 Diversion of surface water shall be continuous during the period that damage to the
' construction work could occur. Unless otherwise specified, diverted surface water shall
be diverted to the same drainage-way that the water would have reached before being
diverted.
' 2.2 The Contractor is responsible to determine the number and sizes of pumps necessary to
complete the dewatering process.
' 2.3 The Contractor shall furnish the Project Manager a written detailed plan for meeting the
surface water diversion requirements set forth in the contract documents. The Project
Manager prior to the start of work must approve the dewatering plan, and it shall include
' information on the type, number, sizes of pumps, type and size of pipes and hoses,
refueling/service schedules, cofferdam construction techniques, discharge outfall
protection, and other relevant information. All proposed activities shall meet the
' conditions set forth in the North Carolina State Sedimentation and Erosion Control
Guidelines or another similar, recognized specification. Acceptance of the dewatering
plan, or the waiving of the plan requirements shall not relieve the Contractor of the
' responsibilities related to this activity during the process of completing the work.
2.4 The Contractor must plan the dewatering activities such that increases in water flow due
' to storms or other events are taken under consideration. No separate payment will be
' 13

'
made for dewatering measures that are damaged or overwhelmed by significant and
sudden increases in the water flow. The Contractor must plan for such events. In some
instances, water flows may exceed those reasonably expected to be dewatered and the
' Contractor may be required to suspend work until such time that the water flows return to
a manageable level. In the event that the work is suspended due to high water, the
Contractor will not be compensated for repairs to dewatering measures, but additional
' days will be added to the schedule, at no additional cost, to offset the days lost due to
high water.
' 3. Dewatering the Stream Channel
All work in the stream area will be performed in a fully dewatered channel. The Contractor shall
' dewater the Salem Creek channel, as well as provide for diversion of water flows into the work
area from the Stadium Branch Tributary, the two unnamed tributaries, and secondary channels or
drainage-ways.
' 3.1 Cofferdams and Diversions
' To capture or divert stream flows, cofferdams are used across the stream channel and
secondary drainage-ways above (up-slope) from the work site. (See Standard Detail in
the Erosion and Sediment Control Plans)
' a. Cofferdams will be constructed of clean, inert materials that will have a minimal
impact on the stream system. Cofferdams constructed of soil or material from the
stream will not be used unless specifically directed by the Project Manager.
' b. Acceptable materials shall include water structures, concrete jersey barriers, plastic
barriers, and other comparable items.
' c. The Contractor is responsible to install all cofferdams/diversion structures in a safe
and correct manner. Cofferdams must be installed so as to withstand the pressures
' exerted by the stream flow or ponded water against the cofferdam.
d. Commercial products used as cofferdams (i.e., water structures, temporary dams)
' shall be installed according to the manufacturer's instructions.
e. The Contractor is permitted to make minor disturbances to the streambed or banks as
may be required to properly install the cofferdam. All disturbances will be limited to
' only that disturbance necessary to install the cofferdam. Cofferdam installation must
be done in the presence of the Project Manager.
f. If the Contractor uses sand bags to assist with the dewatering, the Contractor shall fill
the sand bags with clean, washed sand. Soils with fine particles are prohibited.
When placed in the flowing water, the sand bags shall not produce visible turbidity.
' 3.2 Pumps
' The Contractor shall use pumps and pipes/hoses to divert the water flow. The Contractor
shall be responsible for providing all pumps, pipelines, hoses, fuel tanks, and other items
required to pump the stream flow around the work site, and for providing supervision of
' the pumping operation during all hours that the pumps are running.
' 14

I
a. The Contractor shall be responsible for calculating the required pump capacity to
handle the average stream flow in the area of the work.
b. The Contractor shall provide the pumps required, as well as have available additional
pumps in the event that the stream flow increases, a pump becomes disabled, or to
cover periods when pumps are out of operation for routine service.
c. The Contractor shall provide pumps that are in good operating order and free of
leaks. Pumps that are leaking fuel, lubricants, or other material, will be removed
immediately from the work area, and repaired or replaced as necessary. All pump
equipment will be properly equipped with mufflers and other noise suppression
equipment to minimize noise impacts on the surrounding residences.
d. Discharge pipes and hoses shall be reasonably free of leaks at either the fittings or in
the discharge pipe/hose. No leaks from discharge lines shall be allowed to create
excessively wet spots or to cause erosion.
e. The Contractor shall provide adequate suction hose length to allow the pumps to be
placed back from the immediate edge of the stream.
£ Supplemental fuel tanks, used to minimize refueling requirements, must be installed
in such a manner so as to eliminate any leaks from the fuel lines, and so they are
protected from damage in the event of high water or flooding which may occur
during the project. Fuel tanks over five (5) gallons in capacity will require a
containment system. Supplemental fuel tanks will be placed no closer than twenty-
five feet (25') from the stream edge and must be secured to prevent their movement
in the event of high water. Supplemental fuel tanks must be equipped so as to
prevent the escape of fuel in the event that they are covered by water during a flood
condition. The Contractor is responsible to insure that all supplemental fuel storage
facilities meet or exceed National Fire Protection Association (NFPA) standards or
other applicable local, state, and federal regulations.
g. When flooding conditions can be reasonably expected, the Project Manager shall
have the authority to require the Contractor to remove the pumps and/or
supplemental fuel tanks from the projected flood area. If the Contractor is required to
remove pumps and fuel tanks due to flood or storm events, the Contractor shall not
receive additional compensation for removal or re-installation of the pumps and/or
supplemental fuel tanks. Compensation will be provided in the form of additional
time on the project schedule.
3.3 Discharge Outfall Protection
During the dewatering operations, the Contractor must provide adequate protection from
erosion at the discharge area. The discharge of water from the pumping operation shall
be done so as to prevent erosion of soils and the downstream introduction of sediment.
a. When discharges from the dewatering operation involve large volumes of water, the
discharge area will require a concrete and/or stone structure to provide for the
dispersion of discharge energy. The Contractor shall use geotextiles as appropriate to
provide erosion protection. Discharge structures must be capable of dispersing the
energy of the expected discharge from the pumps.
15

b. All materials placed for the protection of discharge outfalls are temporary in nature,
and shall be removed from the project area upon completion of the dewatering
process.
4. Maintenance, Removal and Restoration
The Contractor shall maintain all dewatering measures in good operating form until such time
that the measures are no longer needed.
4.1 In the event that high flows damage or remove dewatering measures, the Contractor
shall repair or replace the measures as soon as the water flows allow and prior to
commencing work.
4.2 Upon completion of the work and approval of the Project Manager, the Contractor shall
remove all dewatering measures. The Contractor shall remove pumps, pipes and hoses
from the site, as well as cofferdams from the stream channel.
4.3 Any fill placed in the active channel during the dewatering process shall be removed
' from the channel upon completion of the work. In the event sand bags are used in the
dewatering process, the sand bags will be removed and emptied outside of the active
channel area.
4.4 Upon removal of the dewatering measures, the Contractor shall regrade any disturbed
surfaces, remove any contaminated soils, and restore all areas consistent with the
' stabilization of the project site set forth in the Contract Documents.
5. Measurement and Method of Payment
' 5.1 Payment for dewatering of the project site shall be paid at the Contract lump sum price.
The Contractor may make requests for partial payment of dewatering expenses on a
monthly basis. Payment request shall. include adequate documentation of the
' Contractor's dewatering expenses, as well as a measurement of the percentage of the
dewatering completed to date.
5.2 If the total payments made for dewatering are less than the Contract Lump Sum Price
for this item, the unpaid balance will be included in the final contract payment.
5.3 Payment of the Contract Lump Sum Price shall constitute full compensation for
completion of the work.
END OF SECTION
16

CONSTRUCTION SPECIFICATIONS
' SECTION 6
CLEARING AND GRUBBING
1. Description
' This work shall consist of clearing and grubbing within the limits specified in the Contract
Documents.
a. Clearing within the construction area includes removing and disposing of trees,
' shrubs, and other vegetation not specified in the Contract Documents for removal and
disposal.
b. Grubbing within the construction area includes removing from the ground and
disposing of all stumps, roots, and stubs, brush and debris.
2. Methods
2.1 Project Staging
a. In order to minimize the potential for erosion, sedimentation and the degradation of
water quality, clearing and grubbing will be conducted in stages. The area cleared
and grubbed at any one time shall be limited to the area of active construction work.
b. Unless noted in the Sequence of Construction, no areas will be cleared and grubbed
until the areas disturbed during the previous construction stage have been stabilized
(i.e., covered by fabric and/or seeded and mulched). The Project Manager shall have
ultimate authority in this determination.
2.1 Damaging or Destroying Vegetation Beyond Limit of Disturbance.
a. The Contractor shall not damage or destroy any trees, shrubs, or turf, which exist
beyond the limits of disturbance as illustrated on the plans and specified.
b. The Contractor shall be responsible for any and all damages to trees, shrubs, or turf
located beyond the limits of disturbance that occurs from his operations during the
life of the Contract. The Contractor shall fully restore, at his own expense, and to the
satisfaction of the City, any trees, shrubs, or turf that have been damaged or
destroyed.
3. Measurement and Method of Payment
Clearing and grubbing will not be measured for payment but will be paid for at the Contract
lump sum price. The payment will be full compensation for the removal and disposal of all
materials cleared and grubbed, and for all material, labor, equipment, tools, and incidentals
necessary to complete the work.
END OF SECTION
17

I
CONSTRUCTION SPECIFICATIONS
SECTION 7
STREAM CHANNEL EXCAVATION
1. Description
In natural channel restoration projects, primary focus is placed on excavation and grading to
produce a stream channel with correct geomorphic features. During the implementation of this
project, excavation and fill will be required to restore a stable plan form and channel cross-
section. Excavation under this specification also focuses on the development of a stable
streambed profile and will require the construction of a riffle-pool complex.
a. Salem Creek Relocation/Restoration
During this project the upper reach of Salem Creek will be reconstructed with a more regular
planform, the middle reach will be reconstructed with a meandering channel routed along the left
floodplain, and the lower reach will be maintained along its existing alignment but reconstructed
with a narrower cross-section. The old channel in the middle reach will be backfilled to create a
water quality pond to manage storm water runoff from the University parking lot.
' b. Tributary 1 Relocation/Restoration
Stadium Branch (Tributary 1) will be relocated and reconstructed as a meandering channel
' through the wetlands created in the area where the landfill will be removed. The relocated
Stadium Branch will join with the Unnamed Tributary along Vargrave Street immediately
upstream of the existing trail. A portion of the lower reach of existing Stadium Branch will be
' excavated to construct the relocated Salem Creek. The remainder of the lower reach will be
backfilled to create floodplain and a portion of the water quality pond proposed for that area.
c. Tributary 2 Relocation
The lower reach of the gully adjacent to the Winston Salem State University parking lot will be
backfilled. The upper reach will be reconstructed and routed through the water quality pond
proposed for the adjacent floodplain.
d. Tributary 3 Relocation/Restoration
Tributary 3 (i.e., the lower reach of the relocated Stadium Branch/Vargrave Street Unnamed
Tributary) will be restored/relocated. This work will involve the backfilling the existing channel
and construction of a series of step-pools as detailed in Section 7d Special Specifications for
Log/Boulder Step-Pools. The lower section of this reach will be shifted away from the electric
power distribution tower.
2. Materials
2.1 Typically, excavation of the channel form will be conducted using cuts and fills from the
project site. In some instances, there may be insufficient materials on site to meet the fill
requirements. In cases where additional fill is required, The Contractor is responsible for
furnishing and transporting suitable fill material to the project site.
18

2.2 When the Contractor stockpiles fill material on-site, the Project Manager and/or regulatory
agencies may require silt control. The requirement for silt control during the material storage
' period is determined on a case-by-case basis. The Contractor should be prepared to provide
adequate silt control as provided for in the Construction Specification Section 4 - Pollution
Control.
' 2.3 Along some of the reaches of Salem Creek the channel will be shifted. The shifting requires
construction,of new streambanks in areas that are currently open water. To avoid placing soil
in open water, The Contractor will prepare a base of shot rock upon which the soil can be
' placed. Utilizing the Construction Plans, The Contractor shall determine the yardage
(tonnage) of shot rock necessary to construct the base.
' 3. Construction Methods
Excavation and fill for the construction of the new channel shall be as shown on the Project
' Drawings. Construction shall be as shown in the plan view, cross sections, and the stream profile
drawings.
' 3.1 The existing elevations and contours shown on the plans, cross sections and profile were
surveyed in 2001. Grades and elevations may have changed since the original survey
was completed, due to erosion, sedimentation, and fill. The Contractor is responsible for
' confirming existing grades and to adjust the excavation and fill as necessary to produce
the desired channel configuration.
3.2 Due to the requirement to dewater the stream channels, all excavation and fill to construct
' the new channel, as well as all in-stream structures, must be done in an expeditious
manner. Dewatering periods must be limited, and the stream flow returned to the new
channel as soon as is reasonably possible. The Contractor is responsible to provide
' adequate equipment and manpower, as well as to establish a work schedule that will meet
this requirement.
' 3.3 In areas where fill is required to establish the design channel, the Contractor shall place
the required fill in a manner so as to provide adequate compaction of the material. No fill
will be placed in lifts to exceed two feet (2') and each soil lift shall be adequately
' compacted with heavy equipment before placement of succeeding lifts. Coarser material,
cobble, gravel, and sand will be used below the bankfull elevation. Finer material,
gravel, sand, and silt will be used to complete any required fill above bankfull in the
' floodplain.
3.4 The Contractor shall be responsible for providing temporary stabilization of all graded
stream banks immediately after the completion of grading, and until such time that stream
' bank vegetation stabilization measures required under this contract are completed. The
Contractor shall provide interim stabilization of the immediate stream bank areas as set
forth in construction specification Section 16 - Seeding and Mulching.
3.5 Immediately upon completion of all grading, and the installation of in-stream structures,
the Contractor will provide permanent stabilization of all disturbed areas.
3.6 Permanent stabilization will be completed as set forth in Construction Specification
Section 16 - Seeding and Mulching.
19

3.7 The Contractor shall transport for disposal soil excavated from the new channels that is
either unsuitable for top dressing of the wetland system and water quality pond areas or is
in excess of the material needed for backfilling of the old channel areas. The City will
' provide the Contractor with limited disposal areas at the Hanes Mill Road Landfill. No
tipping fee will be assessed for the soil disposal.
' 3.8 The Contractor shall at all times conduct his work in full compliance with OSHA
regulations and any other applicable local, state, and federal regulations.
4. Warranty of Work
The Contractor shall be responsible for warranting his work for a period of one (1) year from the
date of completion. The care and maintenance of the stream channel excavation shall begin
immediately upon the completion of the project and shall continue in accordance with these
specifications for a period of one (1) year. The Contractor, at the request of the City, shall
1 perform all work to repair and/or maintain channel grading, in-stream structures, and vegetative
stabilization in accordance with the applicable specification, and at no additional cost to the City.

n
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5. Measurement and Method of Payment
Payment for stream channel excavation along Salem Creek will be measured and paid for at the
Contract unit price per cubic yards of material excavated/placed and per ton of shot rock placed.
Payment for stream channel excavation along Tributary 1 and Tributary 2 will be measured and
paid for at the Contract unit price per cubic yards of material excavated/placed. Payment for
stream channel excavation and installation of the step-pools along Tributary 3 will be measured
and paid for at the Contract unit price per cubic yards of material excavated/placed. Payment will
be full compensation for all materials, transport, excavation, and placement, and for all material,
labor, equipment, tools, and incidentals necessary to complete the work as specified in these
specifications and on the plans.
END OF SECTION
20

CONSTRUCTION SPECIFICATIONS
' SECTION 7D
SPECIAL SPECIFICATIONS FOR STEP POOLS
' 1. Description
' This section is included herein to provide supplemental information to the Contractor with details
specific to the restoration/relocation of Tributary 3 not provided in Section 7. As indicated in
Section 7, a series of step pool structures will be constructed on the lower reach of Tributary 3
from the culvert at the existing trail to its confluence with the mainstem Salem Creek. The
' tributary drops nearly six feet from its elevation in the floodplain upstream of the culvert to the
streambed of Salem Creek over a relatively short distance and is actively eroding. Installation of
the step pool structures is intended to provide grade control and reconnect the tributary with its
' floodplain. In addition, the structures will dissipate the energy of storm flows entering Salem
Creek from the tributary.
' The Contractor shall furnish all labor, material and equipment required to install step-pools, as
described in these Specifications and shown on the plans. This work shall consist of transporting,
installing and maintaining step-pools within the stream channel for Tributary 3, as specified on
' the plans or as directed by the Project Manager.
2. Materials
' 2.1 Step-Pool Rock
Step-pool rocks shall consist of angular flat rock, similar in color, texture and density to the
' native rock at the site, obtained from an approved source. The dry unit weight of the rock
shall be 130 lb/cu ft or greater. The dimensions of the rock will be a minimum of 2.5 feet and
maximum of 3.5 feet along the long (a) axis, a minimum of 2 feet and maximum of 3 feet
' along the median (b) axis, a minimum of 0.5 feet and maximum of 1.5 feet along the short (c)
axis. Concrete and white stone will not be considered as an alternative to step pool rocks.
' 2.2 Step-Pool Logs
Step-Pool Logs will be cut from trees that are removed and salvaged from the stream banks
' and floodplain along Salem Creek. The logs will be 12 - 18 inches in diameter and cut to a
length of 30 - 35 feet.
2.3 Bedding Rock
M Bedding rock shall consist of angular rock, similar in color, texture and density to the step-
pool rock. The dry unit weight of the rock shall be 130 lb/cu ft or greater. The rock shall
' range from 0.5 foot to 1.5 feet along the long (a) and median (b) axes. Concrete and white
stone will not be considered as an alternative to the bedding rocks.
' 2.4 Step-Pool Gravel
Step-Pool Gravel shall consist of streambed gravel from the existing stream channel to be
' excavated and placed as a result of this Contract. If sufficient material is not available from
21

' this site to complete placement throughout the areas shown on the plans then the Contractor
shall obtain unwashed bank run gravel, ranging in size from coarse sands (.02 in.) to cobble
' (5.0 in, with a D50 - 2.5 in.).
2.5 Geotextile Liner
' A geotextile liner shall be installed along the upstream side of the logs to prevent piping and
structural failure of the steps. The geotextile fabric shall have 1) Apparent opening size of
0.30 mm max; 2) Grab tensile strength of 200 lb. min; and 3) Burst strength of 320 psi min.
' 2.6 Source of Rock
' The Contractor will locate potential sources for the rocks. The Contractor and the Project
Manager will visit the site(s) to determine whether the rocks meet the specified requirements
for color, weight and size. If sufficient stream gravel material is not available from the site,
' the Contractor shall obtain material meeting the specified requirements as outlined above.
3. Construction Methods
' 3.1 Installation
a. Step pools shall be installed according to the Sequence of Construction, the plans and details,
' and the following specifications. The Contractor shall arrange and construct step pools under
the direction and approval of the Project Manager.
' b. The existing streambed shall be excavated to the general shape of the steps and pools and to a
depth sufficient to allow for installation of the foundation rocks, bedding stone, step logs and
rocks and gravel.
' c. Step logs shall be trenched into each bank and set so that they are resting on the streambed at
the top of the log is placed at the elevation of step as shown in the Construction drawings.
' d. Step rocks for each step shall be keyed into the existing streambed along the downstream side
of the step logs and along the edge of stream along both sides of the channel forming a broad
' "U" pattern to the step. The thalweg of the stream channel shall alternate from off-center left
to off-center right and back to off-center left at each step in a downstream direction.
e. Geotextile liner shall be draped over the upstream edge of the step log pulled to cover the
' streambed in the tail-out of the pool upstream of the log and wrapping up along the toe of
bank on either side of the channel.
' f. Bedding rock and gravel shall be installed over top of the geotextile liner.
g. The top of the step rocks and pool gravel shall be equal to finished grade of the steps and
' pools, respectively as specified on the cross-sections and profile.
END OF SECTION
i
22

CONSTRUCTION SPECIFICATIONS
SECTION 8
FLOODPLAIN EXCAVATION/
WETLAND CREATION
1. Description,
In wetland creation projects, primary focus is placed on establishing the three critical components
of natural wetland systems, hydrology, soils, and vegetation. During the implementation of this
project, excavation and removal of the existing rubble landfill and excavation and rough grading
of the surrounding floodplain will reduce the depth to groundwater and reestablish hydrology to
support the created wetland system. Fine grading will establish micro-topography and produce a
variety of hydrologic regimes within the wetland. Placing topsoil will provide suitable substrate
to establish wetland soils and vegetation.
2. Materials
2.1 Topsoil
Preliminary soils testing on site indicates that the soils are sandy loam, loam and clay loam.
These soils should provide a suitable substrate for establishing wetland vegetation. The
Contractor shall stockpile topsoil from areas excavated on site for use as backfill dressing if the
soil is determined to be suitable. Where the subsoils exposed during excavation are determined to
be unsuitable, the Contractor shall place the stockpiled suitable topsoil (i.e., sandy loam - clay
loam) to complete placement throughout the areas shown on the Plans and as described in these
Special Provisions. If there is insufficient suitable topsoil on site to meet the backfill dressing
requirements, the Contractor shall furnish suitable topsoil from an off site source.
2.2 Stockpiled Topsoil
Although the requirement for silt control during material storage is determined on a case-by-case
basis, when the Contractor stockpiles topsoil on-site, silt control will be required. The Contractor
should be prepared to provide adequate silt control as provided for in the Construction
Specification Section 4 - Pollution Control.
3. Construction Methods
Excavation and fill for the construction of the wetland system shall be as shown on the Project
Drawings. Construction shall be as shown in the plan view and cross section drawings.
3.1 The existing elevations and contours shown on the plans, cross sections and profile were
surveyed in 2001. Although it is unlikely that floodplain grades and elevations have changed
since the original survey was completed, the Contractor is responsible for confirming
existing grades and to adjust the excavation and fill as necessary to produce the desired
wetland configuration.
3.2 Due to the requirement to dewater the Stadium Branch stream channel, all excavation and fill
to construct the new channel through the wetland system must be done in an expeditious
manner. Dewatering periods must be limited, and the stream flow returned to the new
23

'
channel as soon as is reasonably possible. The Contractor is responsible to provide adequate
equipment and manpower, as well as to establish a work schedule that will meet this
' requirement.
3.3 The Contractor shall transport for disposal all material (i.e., concrete, bricks, rebar, scrap
metal, steel pipe, iron beams, wood, lumber, rubble, and other construction debris) excavated
' and removed from the existing rubble landfill. The City will provide the Contractor with
suitable disposal areas at the Hanes Mill Road Landfill. A tipping fee will be assessed for

' disposal of the landfill debris.
3.4 The Contractor shall transport for disposal soil excavated from the floodplain that is either
unsuitable for top dressing of wetland areas or is in excess of the material needed for
' backfilling of the old channel areas. The City will provide the Contractor with limited
disposal areas at the Hanes Mill Road Landfill. No tipping fee will be assessed for disposal
of the soil.
ment
urement and Method of Pa
4
M
y
.
eas
Payment for the landfill removal, excavation of clean soil, and replacing stockpiled top soil to
' construct the wetlands will be measured and paid for at the Contract unit price per cubic yards of
material excavated/placed. Payment will be full compensation for all materials, transport,
excavation, and for all material, labor, equipment, tools, and incidentals necessary to complete the
work as specified in these specifications and on the plans.
END OF SECTION
24

CONSTRUCTION SPECIFICATIONS
' SECTION 9
FLOODPLAIN EXCAVATION/
WATER QUALITY PONDS
1. Description
' The subwatersheds draining to the section of Salem Creek within the Project Area are currently
not managed for the control of storm water runoff. During the. implementation of this project,
backfilling of the old stream channel, excavation and rough grading of the floodplain, and
' installation of water control structures will create wetland ponds that provide water quality
management for several of the existing outfalls draining the Winston Salem State University
property. Fine grading will produce areas with varying water depth within the ponds. The
' pollutant removal efficiency of these ponds will be enhanced by the creation of deepwater and
shallow marsh areas. Placing topsoil will provide suitable substrate to establish wetland soils and
vegetation in the shallow water areas.
' 2. Materials
2.1 Pond Embankments
Preliminary soils testing on site indicates that the soils are sandy loam, loam, clay loam, and clay.
Some of these soils (i.e., loam - clay) should provide suitable backfill material for constructing
' the pond embankments. The Contractor shall stockpile subsoils from areas excavated on site for
use in constructing the pond embankments, if the soil is determined to be suitable for this use. If
there is insufficient suitable backfill material on site to construct the pond embankments, the
' Contractor shall furnish suitable backfill material from an off site source. The backfill materials
to be utilized in the pond embankments shall be stockpiled separately from topsoil amendment
materials.
2.2 Topsoil Amendments
' Preliminary soils testing on site indicates that the soils are sandy loam, loam, clay loam, and clay.
Some of these soils (i.e., sandy loam - clay loam) should provide a suitable substrate for
establishing wetland vegetation. These soils should provide a suitable substrate for establishing
wetland vegetation. The Contractor shall stockpile topsoil from areas excavated on site for use as
' topsoil dressing if the soil is determined to be suitable. Where the subsoils exposed during
excavation are determined to be unsuitable, the Contractor shall place the stockpiled suitable
topsoil (i.e., sandy loam - clay loam) to complete placement throughout the areas shown on the
' Plans and as described in these Special Provisions. If there is insufficient suitable topsoil on site
to meet the topsoil dressing requirements, the Contractor shall furnish suitable topsoil from an off
site source. Topsoil shall be stockpiled separately from the backfill materials to be utilized in the
' pond embankments.
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2.3 Water Control Structures
I 2.3.1 Main Water Control Structures
The main water control structures for wetland/water quality ponds shall be weir outfalls
' constructed with 1) compacted fill material along the pond embankment, 2) geotextile liner, and
3) riprap protection.
2.3.2 Pond Dewatering Control Structures
' The pond dewatering control structures shall be six (6) inch PVC pipe extending from the micro-
pool through the pond embankment to an outfall in the pond outfall channel. The upstream end
' of the PVC pipe shall have a threaded cap that can be removed to allow draining the permanent
pool for routine and emergency maintenance.
' 2.4 Inlet and Outfall Channels
The inlet and outfall channels conveying baseflow and storm flow from the storm drain outlets to
the ponds and from the outlets of the ponds into Salem Creek shall be constructed of 1) native
' floodplain material and other suitable backfill material (loam - clay loam); 2) a geotextile liner
made of woven or non-woven monofilament yarns that meets the following requirements -
' thickness 20 - 60 mils, grab strength 90 - 120 lbs, conforms to ASTM D-1682 or ASTM D-177
and has an EOS no larger than U.S. Standard Sieve no. 70 (0.21 mm) and a total open area of
filter not exceeding 10%; and 3) riprap protection composed of graded stone with a D50 of 0.5
feet and a Dmax of 1.5 feet.
' 3. Construction Methods
' 3.1 Excavation and fill for the construction of the storm water wetland/water quality ponds shall
be as shown on the Project Drawings. Construction shall be as shown in the plan view and
cross section drawings.
' 3.2 The existing elevations and contours shown on the plans and cross sections were surveyed in
2001. Although it is unlikely that floodplain grades and elevations have changed since the
original survey was completed, grades and elevations along Salem Creek may have changed
since the original survey was completed, due to erosion, sedimentation, and fill. Therefore,
the Contractor is responsible for confirming existing grades and to adjust the excavation and
' fill as necessary to produce the desired water quality pond configuration.
3.3 Due to the requirement to dewater the gully channel adjacent to the University parking lot,
all excavation and fill to construct the stabilized channel to Water Quality Pond #2, the pond
' and the outfall channel from the pond must be done in an expeditious manner. Dewatering
periods must be limited, and the stream flow returned to the new channel as soon as is
reasonably possible. The Contractor is responsible to provide adequate equipment and
' manpower, as well as to establish a work schedule that will meet this requirement.
3.4 Remove and stockpile topsoil from the pond sites.
3.5 Rough grade pond areas to create major pond features, including forebays at inlet structures,
high marsh wedges, low flow channel, and the micro-pool near outlet structure. Topsoil'
' 26

amendments will require that interim elevations be established to accommodate 3 - 6 inches
of topsoil dressing and match final elevations called for in the Project Drawings.
'
3.6 Grade to construct pond embankment. In areas where fill is required to establish the
embankment, the Contractor shall place the required fill in a manner so as to provide
adequate compaction of the material. No fill will be placed in lifts to exceed one foot (1')
' and each soil lift shall be adequately compacted with heavy equipment before placement of
succeeding lifts. Coarser material, boulders, cobble, gravel, and sand shall not be used in
constructing the embankment. Only loam, clay loam and clay excavated from the pond areas
shall be used to complete any required fill for construction of the embankment
.
3.7 Fine grade pond areas to create micro-topography. This shall be accomplished by roughing
' the interim grade with a skid loader as directed by the Project Manager.
3.8 The main water control structures for ponds shall be constructed as weir outfalls by grading
' an outlet in the compacted fill material of the pond embankment, installing geotextile liner
over the upstream slope, top, and downstream slope of the compacted fill along the weir
outlet, and placing riprap protection over the geotextile liner in the weir outlet area. The
locations, dimensions and elevations of the water control structures for the ponds shall be as
' shown on the plan view and cross section details in the Project Drawings.
3.9 The pond dewatering control structures shall be six (6) inch PVC pipe installed such that the
' inlet end extends three (3) feet into the micro-pool and is set one (1) foot off the bottom of
the micro-pool and the outlet end extends through the pond embankment and outfalls into a
small side channel of the main pond outfall channel. The locations, dimensions and
' elevations of the water control structures for the ponds shall be as shown on the plan view
and cross section details in the Project Drawings.
' 3.10Grade to construct the inlet and outfall channels for the water quality ponds. In areas where
fill is required to construct the outfall channels, the Contractor shall place the required fill in
a manner so as to provide adequate compaction of the material. No fill will be placed in lifts
' to exceed one foot (1') and each soil lift shall be adequately compacted with heavy
equipment before placement of succeeding lifts. Install geotextile liner along the length and
width of the outfall channel, overlapping the edges by at least 12 inches, and spacing anchor
pins every 3 feet. Install riprap protection over the geotextile liner to a depth of 2.5 feet.
' Place the riprap so it forms a dense, well-graded mass of stone along the length and width of
the outfall channel. Take care not to damage the liner when placing the riprap. If damage
' occurs remove the riprap and repair the sheet by adding another layer of liner. The location,
dimensions, and elevations of the outfall channels shall be as shown on the plan view and
cross section details in the Project Drawings.
3.11 Although the requirement for silt control during material storage is determined on a case-
by-case basis, when the Contractor stockpiles topsoil and backfill material on-site, silt
control will be required. The Contractor should be prepared to provide adequate silt control
' as provided for in the Construction Specification Section 4 - Pollution Control.
3.12The Contractor shall transport for disposal soil excavated from the floodplain that is either
unsuitable for topsoil dressing or backfill material for the ponds or is in excess of the
' material needed for backfilling of the old channel areas. The City will provide the
Contractor with limited disposal areas at the Hanes Mill Road Landfill. No tipping fee will
' be assessed for disposal of the soil.
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4. Measurement and Method of Payment
Payment for floodplain excavation, backfilling.of the old channel, and constructing the water
quality, pond weir structures to create the water quality ponds will be measured and paid for at the
Contract unit price per cubic yard of floodplain material excavated, backfill material placed in the
old channel, and material utilized to construct the weirs. Payment for the pond drain pipes and
the Pond #2 outfall channel will be measured and paid for at the Contract unit price per liner foot
of pipe installed and per liner foot outfall channel constructed. Payment will be full
compensation for all materials, transport, excavation, installation, and construction, and for all
material, labor, equipment, tools, and incidentals necessary to complete the work as specified in
these specifications and on the plans.
END OF SECTION
28

CONSTRUCTION SPECIFICATIONS
SECTION 10
STORM DRAINAGE
1 1. Description
' During the implementation of this project, some existing storm drain outfalls will be repaired and
stabilized in their current location, some existing storm drain outfalls will be extended and/or
relocated to accommodate channel restoration, and other existing storm drain outfalls will be
extended and/or relocated to convey storm water runoff from Winston-Salem State University
' property to the wetland/water quality ponds.
a. Diggs Blvd Storm Drain Relocation
' This work involves the relocation of the existing storm drain system from its current outfall
location along Stadium Branch to a point along the mainstem Salem Creek. This work is
' necessary to accommodate the restoration/relocation of Stadium Branch and includes furnishing
and installing a manhole, storm drain pipes, pipe bands, pipe bedding, and storm drain end
sections and enlarging an existing drainage swale that will convey runoff from the pipe outfall to
' Salem Creek.
b. Park View Road Storm Drain Installation
I This work involves the extension of the existing storm drain system from its current outfall
location on the slopes above Salem Creek along Park View Road to an outfall in Water Quality
Pond #2. This work is necessary to correct the slope erosion problems created by the current
' outfall and to provide water quality management for the portion of the Winston Salem State
University draining to this point. The work includes furnishing and installing a manhole, storm
drain pipes, pipe bands, pipe bedding, and storm drain end sections.
' c. Misc. Storm Drain Repairs/Extensions
' During the implementation of this project, some existing storm drain outfalls will be repaired and
stabilized in their current location, some existing storm drain outfalls will be extended and/or
relocated to accommodate channel restoration, and other existing storm drain outfalls will be
extended and/or relocated to convey storm water runoff from Winston-Salem State University
' property to the water quality ponds. The work shall consist of obtaining, transporting materials,
and installing storm drain pipes, pipe end sections, and stabilized outfall channels.
' The work shall consist of obtaining, transporting materials, and installing storm drain manholes,
storm drain pipes, pipe end sections, and stabilized outfall channels.
' 2. Materials
2.1 Storm Drain Manholes
a. Park View Street Storm Drainage Extension
This manhole shall be a 48 " Precast Manhole type A, Modified. Modifications shall include:
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1.) The bottom and middle sections shall be as shown in Plate 3.01 for Type A Manholes.
2.) The top section and circular top slab shall be 4 feet diameter as shown in Plate 3.01 for
Type B Manholes.
3.) The brick lining for the manhole invert shall be a minimum of 8 inches thick above the bottom
slab.
4.) The frame and cover shall be a shallow 4-inch depth, non-traffic bearing type as shown in
Plate D-3.05.
b. Diggs Boulevard Storm Drainage Relocation
This manhole shall be a 48 " Precast Manhole type B, Modified. Modifications shall include:
l.) The top section and top slab shall be as shown in Plate 3.01 for Type B Manholes.
2.) The frame and cover shall be a shallow 4-inch depth, non-traffic bearing type as shown in
Plate D-3.05.
2.2 Storm Drain Pipes and End Sections
a. Storm drain pipes used to construct the Park View Street storm drainage system extension
and Diggs Boulevard storm drainage system relocation shall be reinforced concrete pipe (M
170, Class 4) of the sizes specified in the Construction Drawings. Storm drain pipe end
sections used to construct the Park View Street and Diggs Boulevard storm drainage systems
shall be as shown in Plate 1.11.
b. Storm drain pipes, pipe bands and end sections used to repair and/or relocate existing storm
drain outfalls to accommodate channel restoration and/or convey storm runoff to the
wetland/water quality ponds shall be the same type and size as the existing storm drain
systems.
2.3 Pipe Installation and Bedding Material
a. Joint Sealer
1.) Mortar - Concrete Mix No. 2 or
2.) Asphalt Sealer for Concrete Pipe or
3.) Rubber Type Gaskets or
4.) Resilient Type Material
b. Bedding
1.) No. 57 Aggregate or
2.) Crusher Run Aggregate CR-6 and
3.) Geotextile
3. Construction Methods
3.1 General
Pipe lengths and gradients shall be verified by the Contractor and shall be acceptable to the
Project Manager before installation. When laid on existing ground or under fill, the embankment
shall be constructed to a height of at least 9 inches, but not more than 3 feet above the top of the
proposed pipe and then a trench is excavated to receive the pipe.
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3.2 Excavation
A minimum width of 24 inches from the outside diameter of the pipe to side of trench must be
allowed for compaction of fill material under the haunches and around the pipe. See Trench
detail in the Storm Drain Standard Details.
3.3 Bedding
Where the bottom of the trench at subgrade is in rock, excavation shall be carried at least 6 inches
below the specified subgrade with a minimum of 4 inches under the bells. The trench bottom
shall be restored to subgrade with earth or granular material and completely protected with
geotextile if bedding is greater than 12 inches.
3.4 Installation
Pipe shall be laid with hubs upgrade. A single lay hole through the shell of the pipe will be
permitted with an approved lifting device. After installation the lay hole shall be filled.
3.5 Joints
a. All joints shall be cemented or sealed. If mortar is used, it shall completely fill the joint and
be used to form a bead around the outside of the joint. The inside of the joint shall be wiped
and finished smooth. The mortar on the outside shall be protected from the air and sun for
two days or until backfill is placed around the pipe.
b. As an alternate to mortared joints, asphalt sealer, rubber type gaskets or resilient type material
may be used. Care shall be exercised to insure the proper application of sealer on the
underside of all joints. These materials shall be installed as recommended by the
manufacturer.
3.6 Pipe Connections
a. Pipe connections may be either fabricated or constructed in the field. Corrugated pipe
sections shall be butted together and the sections joined with an approved band. A field pipe
connection shall include cutting a hole in one pipe, inserting and trimming the connecting
pipe and placing a concrete collar at the connection. In the place of corrugated pipes, a
welded connection may be substituted for the concrete collar.
b. Inlet and outlet pipe at manholes shall be set or cut flush with the inside faces of the walls of
such structures and shall extend a sufficient distance beyond the outside faces of these walls
to provide ample room for making proper connections. The
3.7 Backfill
a. Earth for backfill shall be free from large lumps, clods, and rocks and shall be placed along
the side of the pipe for the full width of the trench in layers not to exceed 6 inches
uncompacted depth. Each layer shall be compacted simultaneously on both sides of the pipe
by means of an approved mechanical tamper. All backfill material shall have an in place
compacted density of 95%. This method of fill and compaction shall continue until the
embankment is completed to a height of not less than 9 inches above the top of the pipe. The
final 2 inches below finished grade shall have an in place compacted density of 100%.
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b. The Contractor shall protect all pipe from damage due to construction equipment or other
vehicular traffic passing over the pipe.
c. Backfill may be placed immediately after laying pipe, provided the mortar joints are
protected with roofing paper or approved material.
d. Under no circumstances shall water be permitted to rise in the unbackfilled trenches after the
pipe has been placed.
e. Backfill material beneath roadways shall be select backfill material.
3.8 Removal of Existing Pipes
Where specified in the Construction Drawings, existing storm drain pipes shall be removed and
shall become the property of the Contractor. Backfilling of trenches resulting from pipe removal
shall conform to standard backfilling provisions.
4. Measurement and Method of Payment
Payment for Diggs Boulevard Storm Drain Relocation will be measured and paid for at the
Contract unit price per each manhole installed, per linear foot of storm drain pipe installed, and
per cubic yard of material excavated to construct the storm drainage swale. Payment for Park
View Street Storm Drain Installation will be measured and paid for at the Contract unit price per
each manhole installed and per linear foot of storm drain pipe installed. Payment for the
miscellaneous storm drain repairs and extensions will be measured and paid for at the Contract
unit price per linear foot of storm drain pipe installed, per linear foot of stabilized storm drain
outfall installed, and per cubic yard of material excavated/placed for the MLK Drive gully repair.
Payment will be full compensation for all materials (e.g., manholes, storm drain pipes, pipe
bands, pipe end sections, filter fabric, bedding, backfill material, etc.), transport, excavation,
installation, and construction, and for all material, labor, equipment, tools, and incidentals
necessary to complete the work as specified in these specifications and on the plans.
END OF SECTION
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CONSTRUCTION SPECIFICATIONS
SECTION 11
CROSS VANE

1. Description
An 18-inch sanitary sewer crosses Salem Creek in the lower reaches of the project area. The
sewer has created a major obstruction to flow. The pipe as well as the debris it collects has
contributed to severe erosion of the banks and lateral adjustment of the channel in this area of
Salem Creek. To protect the sanitary sewer and correct the unstable channel conditions a cross
vane will be installed.
Cross vanes are in-stream structures constructed with native/natural materials (i.e., boulders
and/or logs) that are typically installed at the upstream end of a riffle. In this project a cross vane
will serve to divert stream flow away from banks and towards the center of the channel as it flows
past the sewer.
' This work shall consist of transporting, installing and maintaining cross vane structures within the
stream channel, as described in this section, shown on the Construction Drawings, and as directed
' by the Project Manager. The Contractor shall furnish all labor, material and equipment required
to install cross vane structures.
2. Materials
2.1 Cross vane rocks shall consist of angular flat rock, similar in color, texture, and density
to the native rock on the site obtained from an approved source. The dry unit weight of
the rock shall be 130 lb/cu ft or greater. The dimensions of the rock will be a minimum
of 3 feet and maximum of 5 feet along the long (a) axis, a minimum of 2 feet and
maximum of 4 feet along the median (b) axis, a minimum of 1 foot and maximum 2 feet
along the short (c) axis.
2.2 Source of Materials
The Contractor will be responsible for identifying a source of rock for the cross vane. At
the time of the Pre-construction meeting, the Contractor and Project Manager will visit
the source and confirm that the rocks identified will meet the specifications outlined
above. The Contractor will be responsible for transporting the rock to the project site.
3. Construction Methods
3.1 Cross vane structures shall be installed according to the Sequence of Construction, the
plans and details, the following specifications, and as directed by the Project Manager.
3.2 Cross vane structures shall be constructed with three principal components, a sill and two
(2) arms. Each cross vane component comprises approximately one-third of the bankfull
channel width. The cross vane sill is installed in the center of the channel. Each arm
pivots from its respective side of the sill and tapers downstream, forming a broad "U"
shaped structure.
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3.3 The cross vane sill shall be installed in the center of the channel at the top of the riffle.
The first row of footer rocks for the sill shall be firmly keyed into the stream bottom
along the entire sill. The second row of footer rocks shall be placed above and upstream
of the first row so that they lean against the lower row of footer rocks. The top rocks for
the sill shall be placed above and upstream of the second row so that they lean on the
upper row of footer rocks. The top rocks along the length of the sill shall be set at the
proposed invert elevation for the crest of the riffle. Each top rock shall be placed
adjacent to and tight against one another.
3.4 Each cross vane arm shall be installed, starting at the sill and working in a downstream
direction, with tie-in at the bank. Each arm shall be set at an angle of 201 - 301 tangent to
the curve and shall rise at a slope of 4 - 7% from the streambed to its tie-in at the bank.
3.5 The first row of footer rocks for each arm shall be firmly keyed into the stream bottom
along the entire arm. The second row of footer rocks shall be placed above and on the
stream bank side of the first row so that they lean against the lower row of footer rocks.
The top rocks for each arm shall be placed above and on the stream bank side of the
second row so that they lean on the upper row of footer rocks. The top rocks at the pivot,
upstream end, of each arm are set at the same elevation as the top sill rock. The top
rocks at the tie-in, downstream end, of each arm are set at one-half bankfull elevation.
Each top rock shall be placed adjacent to and tight against one another.
4. Measurement and Method of Payment
Cross vane structures will be measured and paid for at the Contract unit price per each cross vane
structure installed. Payment will be full compensation for all materials, transport, excavation,
installation, and maintenance of cross vane structures, and for all material, labor, equipment,
tools, and incidentals necessary to complete the work as specified in these specifications and on
the plans.
END OF SECTION
34

I CONSTRUCTION SPECIFICATIONS
' SECTION 12
ROCK VANES
1. Description
' Rock vanes are in-stream structures constructed with native/natural materials (i.e., boulders) that
are typically installed along the channel margin in meander bends. In this location they serve to
divert stream flow away from banks and towards the center of the channel as it flows from the run
at the upstream end, through the pool, and out the glide at the downstream end of the meander
' bend. In addition, these structures maintain the thalweg offset from the bank and create back-
eddies along the channel margin that encourage the deposition of material along the toe of the
bank as well as provide excellent habitat for fish.
'
This work shall consist of transporting, installing, and maintaining the rock vane structures, as
specified on the Grading Details in the Construction Drawings, as described in these
specifications, and as directed by the Project Manager. The Contractor shall furnish all labor,
' material and equipment required to install the rock vanes.
' 2. Materials
2.1 Rock vane rocks shall consist of angular flat rock, similar in color, texture and density to the
native rock on the site obtained from an approved source. The dry unit weight of the rocks
' shall be 130 lb/cu ft or greater. The dimensions of the rock will be a minimum of 3 feet and
maximum of 5 feet along the long (a) axis, a minimum of 2 feet and maximum of 4 feet
along the median (b) axis, and a minimum of I foot and maximum of 2 feet along the short
' (c) axis.
2.2 The Contractor will be responsible for identifying a source of rock for the rock vanes. At the
time of the Pre-construction meeting, the Contractor and Project Manager will visit the
' source and confirm that the rocks identified will meet the specifications outlined above. The
Contractor will be responsible for transporting the rock to the project site.
' 3. Construction Methods
3.1 Rock vanes shall be installed according to the Sequence of Construction, the Plan Sheets and
' Grading Detail Sheets in the Construction Drawings, as described in these specifications, and
as directed by the Project Manager.
' 3.2 Rock vanes shall be installed starting at the stream bank, working in upstream direction, and
tie-in to the streambed. The rock vane is set at an angle of 20 - 30° tangent to the curve of the
bank and shall rise at a slope of 4 - 7% from the streambed to its tie-in at the bank.

3.3 The first row of footer rocks shall be firmly keyed into the stream bottom along the entire
rock vane. The second row of footer rocks shall be placed above and on the stream bank side
of the first row so that they lean against the lower row of footer rocks. The top rocks for the
' rock vane shall be placed above and on the stream bank side of the second row so that they
lean on the upper row of footer rocks. The top rocks at the tie-in, downstream end, of rock
' 35

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vane are set at one-half bankfull elevation. Each top rock shall be placed adjacent to and
tight against one another.
' 4. Measurement and Method of Payment
' Rock vanes will be measured and paid for at the Contract unit price per each rock vane installed.
Payment will be full compensation for all materials, transport, excavation, installation, and
maintenance of rock vanes, and for all material, labor, equipment, tools, and incidentals necessary
to complete the work as specified in these specifications and on the plans.

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END OF SECTION
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CONSTRUCTION SPECIFICATIONS
SECTION 13
ROCK SILLS
1. Description
Restoration of Salem Creek will require raising the streambed to reconnect the channel and
adjacent floodplain. Backfilling the entire streambed would be cost prohibitive. However,
installing grade control structures at key points along the channel will create riffles and provide a
cost effective means of raising the streambed. This work shall consist of transporting, installing
and maintaining rock sills within the stream channel along Salem Creek.
2. Materials
' 2.1 Rock sill rocks shall consist of round, subangular, or angular rock, similar in color, texture
and density to the native rock on the site obtained from an approved source. The dimensions
of the boulders will be a minimum of 1 foot and maximum of 2 feet in diameter. The dry
' unit weight of the boulders shall be 130 lb/cu ft or greater. The cobble size material will
range from 2.5 inches to 10 inches in diameter and the gravel size material will range from
0.5 inches to 2 inches in diameter.
' 2.2 The Contractor will be responsible for identifying a source of rock for the rock sills. The
Contractor will be responsible for transporting the rock to the project site.
' 3. Construction Methods
3.1. Rock sills shall be installed according to the Sequence of Construction, the Plans and details,
the following specifications, and as directed by the Project Manager.
3.2. Rock sills shall be constructed to form the crest of riffles such that the top of the sill
' structure is set at the proposed invert of the channel.
3.3. The rock sill will be constructed perpendicular to the flow, extending the full width of the
' base channel, and extending up stream and downstream of the sill crest as shown the Plans
and details.
3.4. Installation of the rock sill will involve placing boulders to form the main components of the
' sill structure. Cobble and gravel sized material will be utilized to fill the voids between the
boulders and complete the sill structure.
' 4. Measurement and Method of Payment
Sill Rock will be measured and paid for at the Contract unit price per each rock sill installed.
' Payment will be full compensation for the transport and placement of all materials in the channel,
and for all material, labor, equipment, tools, and incidentals necessary to complete the work as
specified in these special provisions and on the plans.
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END OF SECTION
37

CONSTRUCTION SPECIFICATIONS
' SECTION 14
ASPHALT WALKING TRAIL
1. Description
This work shall consists of repairing or relocating the existing asphalt walking/bike trail within
' the limits of the Project, as specified on the Grading Details in the Construction Drawings and as
described in these specifications. The Contractor shall furnish all labor, materials and equipment
required to repair or relocate the existing walking/bike trail.
2. Materials
The walking/bike trail shall consist of; 1) a base course of coarse aggregate, 2) a primer coat, and
3) a surface course of hot mix bituminous concrete.
' 3. Construction Methods
3.1 The Contractor shall field stake or mark the proposed trail pathway in accordance with
' the Construction Drawings.
3.2 The trail will be excavated and the subgrade cleaned and cleared to a depth 6 inches
below finished grade, and compacted to 95%. A soil sterilant may be used to control
' weeds.
3.3 A 4-inch base course of coarse aggregate shall be installed and compacted to 95%.
' 3.4 An asphalt primer coat shall be applied.
3.5 A 2-inch surface course of hot mix bituminous concrete shall be applied and roll
compacted to 95%.
' 3.6 Sections of the existing trail along the proposed trail pathway may be damaged during
construction. These sections shall be replaced or repaired as may be determined to be
necessary by the Contractor, City Recreation and Parks Inspector, and Project Manager.
' 4. Measurement and Method of Payment
' Relocation and repair of the existing walking/bike trail will be measured and paid for at the
Contract unit price per linear foot of trail installed or repaired. Payment will be full
compensation for all materials, transport, excavation, installation of the trail, and for all material,
' labor, equipment, tools, and incidentals necessary to complete the work as specified in these
specifications and on the plans.
END OF SECTION
? 38

CONSTRUCTION SPECIFICATIONS
SECTION 15A
SPECIAL SPECIFICATIONS
FOR PREFABRICATED FOOTBRIDGE
1. Description
The existing footbridge that carried pedestrian traffic between Civitan Park and Winston Salem
State University is no longer functional. It will be replaced with a prefabricated bridge and
boardwalk downstream of its current location. To reduce the cost of spanning the bankfull
channel and floodprone area, the design includes a 70 foot single span bridge which spans the
bankfull channel and a portion of the floodprone area and 60 feet of boardwalk that spans the
remainder of the floodprone area. This work shall consist of constructing bridge abutments,
bridge setting plates, bridge bearing plates, erection/installation of the prefabricated bridge
delivered to the site by the manufacturer.
2. General
These specifications are for a fully engineered clear span bridge of steel construction and shall be
regarded as minimum standards for design and construction.
Pre-approved Bridge Supplier:
Continental Bridge
8301 State Highway 29 North
Alexandria, Minnesota 56308
1-800-328-2047
Contact: Mr. Lee Hanson
3. Features of Design
3.1 Span
Bridge span shall be 70'-0" (straight line dimension) and shall be as measured from each end of
the bridge structure.
3.2 Width
Bridge width shall be 6'-0" and shall be as measured from the inside face of structural elements at
deck level.
' 3.3 Model Type
Bridge(s) shall be a Half-Through Pony System with one (1) diagonal per panel and square end
' vertical members. Interior vertical members shall be perpendicular to the chord faces. The top of
the top chord shall not be less than 54 inches above the deck (measured from the high point of the
deck).
' 39
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3.4 Member Components
' All members of the vertical trusses (top and bottom chords, verticals, and diagonals) shall be
fabricated from square and/or rectangular structural steel tubing. Other structural members and
bracing shall be fabricated from structural steel shapes or square and rectangular structural steel.
' 3.5 Safety Rails
Horizontal safety rails shall be placed on the full height of the side trusses, and shall be placed so
' as to prevent a 4" sphere from passing through the truss. The safety rail system shall be designed
for an infill loading of 200 pounds, applied horizontally at right angles, to a one square foot area
at any point in the system.
' 3.6 Camber
' The bridge shall have a vertical camber dimension at midspan equal to 100% of the full dead load
deflection.
' 3.7 Elevation Difference
The bridge abutments shall be constructed at the same elevation on both ends of the bridge.
' 4. Engineering
Structural design of the bridge structure(s) shall be performed by or under the direct supervision
' of a licensed professional engineer and done in accordance with recognized engineering
practices and principles. The engineer shall be licensed to practice in North Carolina.
' 4.1 Design Loads
In considering design and fabrication issues, this structure shall be assumed to be statically
' loaded. No dynamic analysis shall be required nor shall fabrication issues typically considered
for dynamically loaded structures be considered for this bridge.
' 4. 1.1 Uniform Live Load
Main supporting members (girders, trusses and arches) shall be designed for a pedestrian live
t load of 85 pounds per square foot of bridge walkway area. If the bridge walkway area to which
the pedestrian live load is applied (deck influence area) exceeds 400 square feet, the pedestrian
live load may be reduced by the following equation:
t w=85[0.25+ 15 A
V -A1
Where w is the design pedestrian load (psf) and Aj is the deck influence area in square feet. The
' reduced design live load shall not be less than 65 pounds per square foot of bridge walkway area.
Secondary Members: Bridge decks and supporting floor systems, including secondary stringers,
' floor beams and their connections to main supporting members shall be designed for a live load
of 85 pounds per square foot, with no reduction allowed.
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' The bridge superstructure, floor system and decking shall be designed for each of the following
point load conditions:
' ? A concentrated load of 1000 pounds placed on any area 2.5 ft x 2.5 ft square.
? A 1200 pound two wheel vehicle with a 60" wheelbase and a 4"x1.5" tire print area.
' ? For bridges with a deck width of 48" or greater, a four-wheeled vehicle (no impact allowance
is required) with the axle loadings, wheelbase, and tire track as indicated below:
48" to 65" Wide: 4000-pound vehicle, 50% to each axle, 48" wheelbase, 32" tire track
66" to 83" Wide: 6000-pound vehicle, 50% to each axle, 66" wheelbase, 48" tire track
84" to 107" Wide: 8000-pound vehicle, 60% to rear axle, 102" wheelbase, 60" tire track
108" to 144" Wide: 10,000-pound vehicle, 60% to rear axle, 120" wheelbase, 72" tire track
4.1.3 Wind Load
' The bridge(s) shall be designed for a wind load of 25 pounds per square foot on the full vertical
projected area of the bridge as if enclosed. The wind load shall be applied horizontally at right
' angles to the longitudinal axis of the structure.
The effect of forces tending to overturn structures shall be calculated assuming that the wind
direction is at right angles to the longitudinal axis of the structure. In addition, an upward force
' shall be applied at the windward quarter point of the transverse superstructure width. This force
shall be 20 pounds per square foot of deck.
' 4.1.4 Top Chord Railing Loads
The top chord, truss verticals, and floor beams shall be designed for lateral wind loads (per
section 3.1.3) and for any loads required to provide top chord stability as outlined in Section
' 3.3.6; however, in no case shall the load be less than 50 pounds per lineal foot or a 200 pound
point load, whichever produces greater stresses, applied in any direction at any point along the
' top chord.
4.1.5 Load Combinations
The loads listed herein shall be considered to act in the following combinations, whichever
produce the most unfavorable effects on the bridge superstructure or structural member
concerned.
[DL = Dead Load; LL = Live Load; WL = Wind Load; VEH = Vehicle Load]
' DL + LL
DL + VEH
DL+WL
' DL+LL+WL
DL+VEH+.3 WL
' NOTE: Allowable stresses may be increased 1/3 above the values otherwise provided when
41

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produced by wind loading, acting alone or in combination with the design dead and live loads.
4:2 Design Limitations
4.2.1 Deflection
The vertical deflection of the main trusses due to service pedestrian live load shall not exceed
1/400 of the span. The deflection of the floor system members (floor beams and stringers) due to
service pedestrian live load shall not exceed 1/360 of their respective spans. Deflection limits due
to occasional vehicular traffic shall not be considered. The horizontal deflection of the structure
due to lateral wind loads shall not exceed 11500 of the span under a 25 PSF wind load.
4.2.2 Minimum Thickness of Metal
The minimum thickness of all structural steel members shall be 3/16" nominal and be in
accordance with the AISC Manual of Steel Constructions' "Standard Mill Practice Guidelines".
For ASTM A500 and ASTM A847 tubing, the section properties used for design shall be per the
Steel Tube Institute of North America's Hollow Structural Sections "Dimensions and Section
Properties".
4.3 Governing Design Codes / References
' 4.3.1 Structural Steel Allowable Stresses
Structural steel design shall be in accordance with those sections relating to design requirements
' and allowable stresses, of the "Manual of Steel Construction: Allowable Stress Design" by the
American Institute of Steel Construction (AISC).
' 4.3.2 Welded Tubular Connections
All welded tubular connections shall be checked, when within applicable limits, for the limiting
' failure modes outlined in the ANSI/AWS D1.1 Structural Welding Code or in accordance with
the "Design Guide for Hollow Structural Section Connections" as published by the Canadian
Institute of Steel Construction (CISC). When outside the "validity range" defined in these design
' guidelines, all applicable limit states or failure modes must be checked.
4.3.3 Wood
' Sawn lumber shall be designed in accordance with the ANSI/AF&PA NDS, "National Design
Standard for Wood Construction", as published by the American Forest & Paper Association or
the "Timber Construction Manual" as published by the American Institute of Timber
Construction (AITC). Design. properties for naturally durable hardwoods shall be in accordance
with "Tropical Timbers of the World", as published by the U.S. Forest Products Laboratory.
' 4.3.4 Top Chord Stability
The top chord of a half-through truss shall be considered as a column with elastic lateral supports
' at the panel points. The critical buckling force of the column, so determined, shall exceed the
maximum force from dead load and live load (uniform or vehicular) in any panel of the top chord
by not less than 50 percent for parallel chord truss bridges or 100 percent for tied arch bridges.
' The design approach to prevent top chord buckling shall be as outlined by E.C. Holt's research
42
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work in conjunction with the Column. Research Council on the stability of the top chord of a
half-through truss.
In addition, for the dead load plus vehicle load combination, the spring constant "C" furnished by
the transverse "U-Frames" shall not be less than "C" required as defined by:
'
1.46 P,
C required =
L
' where Pc is the maximum top chord compression due to dead load plus the vehicle load times the
appropriate safety factor (1.5 for parallel chord truss bridges or 2.0 for tied arch truss bridges) and
L is the length in inches of one truss panel or bay.
' For uniformly loaded bridges, the vertical truss members, the floor beams and their connections
(transverse frames) in half-through truss spans shall be proportioned to resist a lateral force of not
less than 1/100k times the top chord compressive load, but not less than .004 times that top chord
load, applied at the top chord panel points of each truss.
For bridges with vehicle loads, the lateral force applied at the top chord elevation for design of
' the transverse frames shall not be less than I% of the top chord compression due to dead load
plus any vehicle loading.
' The bending forces in the transverse frames, as determined above, act in conjunction with all
forces produced by the actual bridge loads as determined by an appropriate analysis which
assumes that the floor beams are "fixed" to the trusses at each end.
' NOTE: The effects of three-dimensional loading (including "U-frame" requirements) shall be
considered in the design of the structure. The "U-frame" forces in half-through spans shall be
' added to the forces derived from a three dimensional analysis of the bridge.
5. Materials
' 5.1 Steel
5.1.1 Unpainted Weathering Steel
' Bridges which are not to be painted shall be fabricated from high strength, low alloy, atmospheric
corrosion resistant ASTM A847 cold-formed welded square and rectangular tubing and/or ASTM
' A588, or ASTM A242, ASTM A606 plate and structural steel shapes (Fy = 50,000 psi). The
minimum corrosion index of atmospheric corrosion resistant steel, as determined in accordance
with ASTM G101, shall be 5.8.
' 5.2 Decking
' 5.2.1 Wood Decking
Shall be naturally durable hardwood Ipe (Tabebuia Spp) Lapacho Group, as supplied by Timber
Holdings Ltd, Milwaukee, WI. All planks shall be partially air dried to moisture content of 15%
to 20%, and shall be supplied S4S (surfaced four sides) and E4E (eased four edges). All planks
shall be supplied with the end sealed with "Anchorseal" Mobil CER-M or an equal aquious wax
log sealer.
43

6. Welding
Welding and weld procedure qualification tests shall conform to the provisions of ANSI/AWS
' D1.1 "Structural Welding Code", 1996 Edition. Filler metal shall be in accordance with the
applicable AWS Filler Metal Specification (i.e. AWS A 5.28 for the GMAW Process). For
exposed, bare, unpainted applications of corrosion resistant steels (i.e. ASTM A588 and A847),
' the filler metal shall be in accordance with AWS D1.1, Section 3.7.3. Welders shall be properly
accredited operators, each of whom shall submit certification of satisfactorily passing AWS

' standard qualification tests for all positions with unlimited thickness of base metal, have a
minimum of 6 months experience in welding tubular structures and have demonstrated the ability
to make uniform sound welds of the type required.
' 7. Submittals
Schematic drawings, diagrams and calculations shall be submitted to the customer for their
review after receipt of order. All relative design information such as member sizes, bridge
' reactions, and general notes shall be clearly specified on the drawings. All drawings shall be
signed and sealed by a Professional Engineer who is licensed in accordance with Section 3.0.
' 8. Fabrication
Bridge(s) shall be fabricated by a fabricator who is currently certified by the American Institute
' of Steel Construction to have the personnel, organization, experience, capability, and
commitment to produce fabricated structural steel for the category "Simple Steel Bridges" as set
forth in the AISC Certification Program. Quality control shall be in accordance with procedures
' outlined for AISC certification.
9. Finishing
' 9.1 Finishing for Unpainted Weathering Steel:
To aid in providing a uniformly "weathered" appearance, all exposed surfaces of steel shall be
blast cleaned in accordance with Steel Structures Painting Council Surface Preparation
Specifications No. 7 Brush-Off Blast Cleaning, SSPC-SP7 latest edition. Exposed surfaces of
steel shall be defined as those surfaces seen from the deck and from outside of the structure.
Stringers, floor beams, lower brace diagonals and the inside face of the truss below deck and
bottom face of the bottom chord shall not be blasted.
' 10. Delivery and Erection
Delivery is made to a location nearest the site, which is easily accessible to normal over-the-road
' tractor/trailer equipment. All trucks delivering bridge materials will need to be unloaded at the
time of arrival. The manufacturer will provide detailed, written instruction in the proper lifting
procedures and splicing procedures (if required). The method and sequence of erection shall be
' the responsibility of others. The bridge manufacturer shall provide written inspection and
maintenance procedures to be followed by the bridge owner.
' 11. Bearing Devices
The Contractor will install the bridge bearings as outlined below and as shown in the construction
' drawings.
44

Bridge bearings shall consist of a steel setting or slide plate placed on the abutment or grout pad.
The bridge bearing plate, which is welded to the bridge structure, shall bear on this setting plate.
' The bridge bearings shall sit in a recessed pocket on the concrete abutment. The bearing seat
shall be a minimum of 16" wide. The step height (from bottom of bearing to top-of-deck) shall
be determined by the bridge manufacturer.
12. Bridge Foundation
The Contractor will construct the bridge foundation in accordance with the structural foundation
' design provided by the bridgfe supplier. The bridge supplier shall provide a structural foundation
design for the bridge based on an assumed net soil bearing pressure of 2000 psf. The foundation
will utilize a spread footing abutment design, with the abutment fully buried in the ground and
' not acting as a retaining wall.
It will be the owner's responsibility and liability to confirm the net soil bearing pressure during
' the construction phase of the project. A site survey shall be completed and forwarded to the
bridge manufacturer at the owner's expense, prior to the start of the structural foundation design.
Structural foundation design services will be provided by the supplier at an additional cost to the
' providing of the bridge. These services are for the structural design of the foundations only.
Foundations are defined as the elements, which interface between the bridge bearings and the
ground, supporting the bridge structure.
' Site layout, grading, hydraulic, scour, soil stability, or other civil engineering design services
typically required for bridge installations, as well as site construction services for the foundations,
will be the owner's responsibility. Design of additional earth retaining structures, such as
' retaining walls and wing walls are not the bridge manufacturer's responsibility. It will be the
owner's responsibility to determine local code conditions and notify the bridge supplier if these
codes are in conflict with the codes shown on the drawings.
' 13. Measurement and Method of Payment
Installation of the footbridge will not be measured for payment but will be paid for at the Contract
' lump sum price. Payment will be full compensation for prefabrication of the bridge, bridge
foundation design services, construction of the bridge foundation and bridge bearing devices,
delivery, and erection of the bridge, and for all material, labor, equipment, tools, and incidentals
' necessary to complete the work as specified in these specifications and on the plans.

END OF SECTION
45
11
CONSTRUCTION SPECIFICATIONS
' SECTION 15B
BOARDWALK
1) Description
This work shall consist of installing a boardwalk that extends the pedestrian footbridge on left
side of Salem Creek. This work shall be accomplished, as specified in the Construction Drawings
and as described in these specifications. The Contractor shall furnish all labor, materials and
equipment required to install the boardwalk.
' 2) Materials
2.1 Boardwalk
a. The boardwalk shall consist of. l) 12 in. diameter timber piles; 2) 3 in. x 8 in. diagonal
' bracing; 3) 4 in. x 12 in. pilecap beams; 4) 3 in. x 10 in. stringers; 5) 2 in. x 6 in. decking; 6)
4 in. x 4 in. hand rail posts; 7) 2 in. x 2 in. hand rail pickets; 8) 2 in. x 4 in. top rails; 9) 2 in. x
6 in. rail caps and 10) all necessary foist hangers, carnage bolts, woods screws, etc. necessary
' to install the boardwalk.
b. All lumber utilized in the installation of the boardwalk shall be pressure-treated with ACZA
(ammoniacal copper zinc arsenate) or an equivalent non-leaching treatment.
' 3. Construction Methods
' 3.1 Piling holes will be dug to subgrade and compacted to 98% optimum density. Timber piles
will be installed on 10-foot centers.
3.2 Diagonal bracing, pilecap beams, and stringers shall be constructed as shown in the Typical
' Boardwalk Section and Details #1 and 2 included in this Specification.
3.3 Decking and handrails shall be constructed as shown in the Typical Boardwalk Section and
Details #2 and 3 included in this Specification.

46
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35c 10' STRINGERS -
924' OG MAX.
D.T.
t '
(2) 4'x 12' PtLEGAP
BEAM5, 5EE DETAIL
1
DETAIL 2
I
4.,6»
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3k 8' DIAGONAL
( 4 KS, 'YP
12'0 TIMER PILE I ? I
ON 10' GBiTERS (TYPJ
ALL TIMER TO BE PRESSURE TREATED 50U EM4 YEL OW PINE
TYP I GAL. BOARONALK SEGTI ON
5C ALE: 1/2t1= (1 011
47
W-3" OVERALL - -
- 6'-O' GLR -- -i?
RAICDRAILRi6 IN
AGGORDANGE WITH
Q-IENT DESHMS, MIST
MEET OR EX EM
BOGA 5PEUFIGAT10N5
¢ ¢.
PILE PILE
5'-O"
2Sc W DEGKIN5, TYP. L
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PILE
,?25c b' DECKING
i
-OVERLAP INTERIOR
STRINGERS 12' •
PILEGAP BEAM. TVP.

EQ.
EXTERIOR STRINGER
I 3Sc 10'x 1'-0' LONG
YA SPLICE PLATE •
EXTERIOR STRINGERS
EQ. 5?
-5AWCUT NOTCH INTO PILE
FOR PILEGAP BEAM TO BEAR
ON, 5EE DETAIL 2
4'x 12' PILEGAP- /
BEAM. 5EE DETAIL 1
3'x 8' DIAGONAL BRACE, TYP.
(oPnOMAU
11 ?
-CUT END OF DIA60NAL
BRACE FLVSH WITH
OUTSIDE FACE OF PILE
{ {2J 314-0 A3M THROUGH BOLT5
11 WITH HEAVY HEX NUTS t Y4A9eZ5
• EACH VIA 5CWAL BRACE TO
PILE CONNECTION
12.0 TIMER PILE
ON 10' C 34TERS (TYPJ
DETAIL #1
SCALE: 1-1/2"= 11-O"

48
P;LE
r'--A77AGn DESK N5 TO
i 5TR;NSER5 YIV2 H07 D;P
GALVAN ZED 16D NAJL5
2 114 ERSCR 5TR;NGER5, 3„ ?„ 3 r
f OVER!..A" 12' K.N.
F
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"X 10" 5TR NG-ER
1GN7RAGTOR TO CV.RS:ZE-
-Oi15 FOR 7HRO',*H 3.:L 5
TO EN5i.RE ?HAT PI EGAP
3FAA5 AR= SEARIfW GNO .
4'x 12 P!LEGAP
3;hM, NS. 6 F.S.
'2,
(2J A30-7 3/4'0 7r¢51t
BOLTS Y JTH F-EAVY i EX
,:JTS B YVAS-FERS, TYP.
NOTGtH PILE TD ALLG'N
PLEGAP BEAM TD f3?AR
ON PL E. TYP.
T, !EER Fl'
DETA 1 L #2
50ALE: 1-1/211= 11-O"
49
2 X 6 RAIL CAP. FASTEN TO POSTS WITH
TWO (2) LAG BOLTS AT EACH LOCATION.
2 X 4 TOP RAIL. FASTEN TO POSTS WITH
TWO (2) LAG BOLTS AT EACH LOCATION.
2 X 2 RAIL PICKETS Q MR O.C. MAXIMUM.
FASTEN TO TOP RAIL AND STRINGERS
TWO (2) CERAMIC SCREWS AT EACH
LOCATION.
4 X 4 POST BEYOND. FASTEN TO STRINGER
WITH TWO (2) s/,' HEX BOLTS AT EACH LOCATION.
:2"x b" DECKIN6. TYR

DETAIL #3
NO SCALE
50

4. Measurement and Method of Payment
' Installation of the boardwalk will be measured and paid for at the Contract unit price per linear
foot of boardwalk installed. Payment will be full compensation for all materials, transport,
excavation, installation of the trail, and for all material, labor, equipment, tools, and incidentals
' necessary to complete the work as specified in these specifications and on the plans.
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END OF SECTION
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CONSTRUCTION SPECIFICATIONS
SECTION 16
SEEDING AND MULCHING
1. Description
Seeding and mulching is used to provide permanent or temporary stabilization to areas of
disturbance. This operation consists of site preparation, soil amendments, seedbed preparation,
seeding and mulching.
2. Materials
2.1 Seed Mixture
The Contractor shall apply seed at the mixture and application rates indicated for the areas
noted in the following specifications. A conservation seed mix of comparable formulation
may be used only if the label is provided to the Project Manager for approval prior to seeding.
a. The Contractor shall apply seed at the following mixture and application rate for Seeding
Zone 1 - Stream Banks and Upper Point Bar Areas as shown in Table 16a.
Species Application Rate
Lbs/Acre Application Rate
Lbs/1000 S Ft.
Redto 1 .02
Roughstalk Bluegrass 1 .02
Rye 60 1.4
Table 16a. Seed Mixture and Application Rate for Seeding Zone 1 - Stream Banks
and Upper Point Bar Areas.
b. The Contractor shall apply seed at the mixture and application rate for Seeding
Zone 2 - Floodplain and Riparian Buffer Areas as shown in
Table 16b.
Species Application Rate
Lbs/Acre Application Rate
Lbs/1000 S Ft.
Little Bluestein 3 .07
Deer tongue 3 .07
Wildflower Mix 1 .02
Wheat 60 1.4
Table 16b - Seed Mixture and Application Rate for Seeding Zone 2 - Floodplain, and
Riparian Buffer Areas
52

c. Wildflower Seed Mixture should include the following species:
' Echinacea purpurea
Rudbeckia hirta
Coreopsis lanceolate
i
Asclepias tuberosa
Coreopsis tinctoria
Liatris graminifolia
d. The Contractor shall apply seed at the mixture and application rate for Seeding
Zone 3 - all disturbed areas outside of the immediate restoration work area (e.g.,
temporary access roads, dewatering diversion pathways, stockpile and staging areas, etc.)
as shown in Table 16c.
Species Application Rate
Lbs/Acre Application Rate
Lbs/1000 S Ft.
Annual Ryegrass 40 .92
Tall Fescue 200 4.6
Table 16c. Seed Mixture and Application Rate for Zone 3 - Disturbed Areas Outside
of Restoration Work Area.
e. Tall Fescue shall be from a seed variety with low endophyte content, such as Stargrazer,
Martin, Mozark, Penngrazer, Phyter, Forager or an equivalent.
2.2 Soil Amendments
a. Fertilizer composition and application rate shall be as outlined in Table 16d below.
Fertilizers shall be of uniform composition and shall be suitable for accurate application by
approved equipment. Fertilizers shall be delivered to the site in the manufacturer's
packaging, and shall meet all applicable state or federal laws related to labeling. The
manufacturer's name, fertilizer formulation and other required information should be clearly
marked on the packaging.
b. When lime is required, the materials shall be ground limestone, hydrated lime or burnt lime.
Lime materials shall contain a minimum of 50% total oxides and shall be ground such that
50% passes a 4100 mesh sieve and 98 -100% shall pass a #20 mesh sieve. Lime shall be
incorporated into the top 3 - 6 inches of soil by disking or other suitable methods. If lime is
required it shall be applied at the rates indicated in Table 16d below.
Soil Amendment Application Rate (Ibs/acre)

10-20-20 Grade Fertilizer 500
Ground Agricultural Lime 2000
Table 16d - Soil Amendment and Application Rate
53

2.3 Mulching
' a. Straw
Straw mulch shall consist of well-threshed wheat, rye, or oat straw and shall be reasonably
' bright. Mulch must be free of mold and noxious seed and shall not be musty, caked, decayed,
or excessively dusty.
b. Wood Cellulose Fiber Mulch',(WCFM)
' WCFM shall consist of prepared wood cellulose processed into a uniform fibrous physical
state, and shall contain a dye to facilitate visual inspection of the uniformity of the
I application. WCFM shall not contain germination- or growth-inhibiting factors.
3. Installation Methods
' 3.1 Site Preparation
' a. Prior to the start of operations, the Contractor shall install all erosion and sediment control
measures as described in the Construction Specifications and shown on the Erosion and
Sediment Control Sheets in the Construction Drawings.
b. The Contractor shall perform all final grading operations at right angles to the slope.
Final grading and shaping may not be required for temporary seeding.
' 3.2 Seedbed Preparation, Temporary Seeding
a. For temporary seeding, the Contractor shall prepare a suitable seedbed by loosening the
' soil to a depth of 3 - 6" by means of suitable equipment.
b. The area shall not be rolled or smoothed. On slopes greater than 3:1 the surface shall be
' tracked with heavy equipment such that the surface is irregular with track ridges running
parallel to the slope contour.
' 3.3 Seedbed Preparation, Permanent Seeding
a. The Contractor shall loosen all disturbed areas to a depth of 3 - 6". In areas where
' repeated access by heavy equipment or trucks has caused compaction, the Contractor
shall loosen the soil to a depth of 12". The Contractor may use agricultural or
construction equipment to perform the task.
I b. The Contractor shall conduct final grading of all disturbed areas in conformance with the
Construction Drawings. All surfaces shall be smooth and free of large rocks.
I c. On sloped areas (greater than 3:1), the Contractor shall use track equipment to compact
the slope and produce ridges parallel to the slope contour.
' d. When topsoil has been stockpiled during the construction of the project, the Contractor
shall spread the topsoil on the disturbed areas after the soil has been loosened and rough
grading completed.
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7
e. Apply soil amendments as described in Section 2.2 of these specifications. Mix
amendments into the top 3 - 5" of the topsoil by disking or other suitable means.
f. In lawn areas as shown on the Construction Drawings, the Contractor shall rake the
seedbed surface to remove rocks and other large debris. The surface shall be clear of
obstructions and debris and must be suitable for mowing upon establishment of the
seeding.
3.4 Seed Specifications
a. All seed must meet all applicable state and federal regulations and must include
labeling indicating the supplier, formulation, germination rates, and seed date. Seed
may be subject to retesting by a certified lab. The Contractor shall submit a copy of
the seed label for approval by the Contracting Officer.
' b. When inoculates are required for legume seed, they shall be provided by the same
supplier as the seed. Inoculates shall be fresh and viable and must not have exceeded
their expiration date. The Contractor shall apply they in accordance with the
' manufacturer's recommended application rate and procedures. In hydro-seeding
operations, inoculates shall be applied at a rate four times (4x) the recommended rate.
' c. The Contractor shall use a seed mix and application as set forth in Tables 16a, 16b
and 16c of this specification.
' 3.5 Methods of Seeding
a. Hydro-seeding: the application of a combination of seed, fertilizer, and mulch in a
slurry mixture.
1) If fertilizer is applied at time of seeding, the application rate will not exceed
100 lbs/ac nitrogen, 200 lbs/ac phosphorous, and 200 lbs/ac potassium.
' 2) When lime is to be applied by the hydro-seeder, the rate shall not exceed 3
tons/ac burnt and hydrated lime shall not be used.
' 3) Hydro-seeding mixtures shall be prepared on site and applied immediately. No
seed/mulch mix that has been left in the seeder for more than eight (8) hours shall
' be used.
b. Dry Seeding: this includes the use of conventional drop or broadcast spreaders.
' I ) Dry seed applications shall be incorporated into the subsoil at the rates prescribed
in Tables 16a and 16c of this specification.
2) After seeding, the Contractor shall use a weighted roller over the area to provide
for good seed-to-soil contact.
' 3) Where practical, seed shall be applied in tow directions perpendicular to each
other. Apply half the seeding rate in each direction.
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c. Drill/Cultipacker Seeding: the use of mechanized spreaders that apply and cover seed
with soil.
1) Seeding completed with a cultipacker shall bury the seed to the depth specified in
by the supplier and the seedbed must be firm after planting.
2) Where practical, seed shall be applied in tow directions perpendicular to each
other. Apply half the seeding rate in each direction.
d. Hydroseeding and dry seeding may be utilized for broadcasting the seed mixes in
Seeding Zones 1 and 3. However, seeding the warm season grasses and wildflower
mixes designated for Seeding Zone 2 (i.e., upper stream banks, floodplain, and
riparian buffer areas) must utilize a drill or cultipacker.
3.6 Mulching Application
a. All areas shall be mulched immediately upon completion of the seeding operations.
Mulch shall be applied so as to provide a uniform cover on all seeded areas.
b. When straw mulch is specified, the Contractor shall provide for anchoring of the
mulch. Anchoring may be accomplished by mechanical equipment designed to
punch and anchor mulch or by the use of a liquid binder.
c. When liquid binders are used, they shall be applied at a uniform rate as provided for
in the manufacturer's directions. The Contractor shall provide the Contracting
Officer with a copy of the manufacturer's literature prior to the use of any liquid
binder.
' d. Permanent mulch shall be applied at the rate shown in Table 16e of this specification.
e. In areas where plant materials such as fascines are to be installed at a later date, the
' Contractor shall apply a heavy layer of mulch to provide temporary protection to the
disturbed surface. Temporary mulch shall be applied at the rate shown in Table l6e
of this specification.
I
Mulch Application Application Rate
Lbs/Acre Application Rate
Lbs/1000 S Ft
Temporary Mulching - 2000 45.9
Permanent Mulching 1500 34.5
Table 16e - Mulching Application and Application Rate
' 4. Measurement and Method of Payment
' Seedsing and mulching will be measured and paid for at the Contract price per acre of area
seeded and mulched. The payment will be full compensation for all material, labor, equipment,
tools, and incidentals necessary to complete the work.
56
J
5. Special Conditions
' Under this Contract, the Contractor shall use wood cellulose fiber mulch in the hydro-seeding
operations. The Contractor may substitute manufactured, recycled paper mulch, if such mulch
has been developed specifically for hydroseeding and meets the conditions set fort in this
' specification.

J

END OF SECTION
57
n

L

CONSTRUCTION SPECIFICATIONS
SECTION 17
PLANTING TREES AND SHRUBS
1. Description
This work shall consist of furnishing and planting trees and shrubs and all plant establishment
operations as specified in the Contract Documents and shown on the Planting Plans or as directed
by the Project Manager. Transporting, and installation of plant material shall take place when
plants are dormant (December 1 through April 1).
Prior to the start of work on this item, the Contractor shall submit a proposed planting schedule,
including source of plant material to the City and the Project Manager for review. No work shall
be performed until the City and the Project Manager approve this schedule.
2. Materials
' 2.1 Plant Material
' a. All plant material shall conform to the current issue of the American Standard for
Nursery Stock published by the American Association of Nurserymen.
b. Plant materials must be selected from certified nurseries that have been inspected by state
' and/or federal agencies. Nursery inspection certificates shall be furnished to the Project
Manager upon request.
' c. Plant material collected from the "wild" is prohibited.
d. Container grown stock shall have been grown in a container long enough for the root
' system to have developed sufficiently to hold its soil. Roots shall visibly extend to the
inside face of the growing container. All container plants shall be grouped and watered
daily until they are planted.
' e. The Project Manager may reject plants damaged in handling or transport.
2.2. Substitute Plant Material
If a substitute is selected, it must be native to the North Carolina Piedmont Region and of the
same size, value, and quality as the original plant.
2.3. Preparation
' a. The live plant material shall be transported to the construction site within three (3) of delivery
from the nursery.
' b. Live plant materials must be protected against drying out and overheating before/during
transport (e.g., they shall be covered transported in unheated vehicles, moistened, kept in
soak pits) and on-site prior to installation (e.g., by storing in controlled conditions, storing in
shade, covering with evergreen branches or plastic, placing in moist soil, or spraying with
58

t
anti-transpirant chemicals). Live materials shall receive continuous shade, shall be sheltered
from the wind, and shall be continuously protected from drying by being heeled into moist
' soils. Where water is available, live stakes shall be sprayed or immersed.
3. Installation Methods
' 3.1 Planting
a. The Contractor shall refer to the Plant Schedules and Composition Schedules on the
' plans for specific spacing requirements.
b. The Contractor shall use the Overall Spacing figure to determine the spacing between
' each species of vegetation strata. The Contractor shall use the Individual Spacing figure
to determine the spacing between each plant of the same species.
' c. The Contractor is not required to stake out each individual planting pit. However, upon
planting a typical 50-foot X 15-foot area within each planting zone, the Contractor shall
have the City or Project Manager inspect and approve plant spacing techniques prior to
proceeding.
3.2 Clean Up
' a. During planting all areas shall be kept neat, clean and free of all trash and debris, and all
reasonable precautions shall be taken to avoid damage to existing plants, turf, structures
' and private property.
b. Remove all tags, labels, strings, and wire from the plant materials, unless otherwise
directed by the Project Manager.
' c. Final cleanup shall be the responsibility of the Contractor and consist of removing all
trash and materials incidental to the project and disposing of them off-site.
3.3 Plant Establishment
' a. The Contractor is responsible for maintaining an 80% plant establishment success. rate at
the end of the one-year plant establishment period. The Contractor is responsible for
replanting all areas not meeting 80% survival. The 80% plant success rate shall be
' based on each of the Planting Sections (Stream Banks and Riparian Buffer: Zone I -
Stream Banks in Crossover Reaches and Upper Point Bars, Zone 2 - Stream Banks in
Meander Bends and Zone 3 - Riparian Buffer; Storm Water Wetland/Water Quality
Ponds: Zone 2 - Shallow Marsh Fringe and Zone 3 - Islands and Riparian Fringe; and
Floodplain Wetlands: Zone 2 - Shallow Marsh Fringe and Zone 3 - Islands and
Riparian Forest) of the project's plant material achieving 80%.
' b. The Contractor will not be responsible for plant material that has been damaged by
vandalism, fire, flooding, or other activities beyond the Contractors' control.
' 4. Measurement and Method of Payment
Planting trees and shrubs will be measured and paid for at the Contract price per each item
' specified in the Contract Documents. The payment will be full compensation for all material,
59
CONSTRUCTION SPECIFICATIONS
SECTION 18
INSTALLING WETLAND EMERGENT PLANTS
1. Description
This work shall consist of furnishing and transplanting emergent wetland emergent plants and all
plant establishment operations as detailed on the Planting Plans and outlined in these
specifications. Transporting, and installation of plant material shall take place during the
transplanting season (March 15 through June 1).
Prior to the start of work on this item, the Contractor shall submit a proposed planting schedule,
including source of plant material to the City and the Project Manager for review. No work shall
be performed until the City and the Project Manager approve this schedule.
2. Materials
' 2.1 Plant Material
' a. All plant material shall conform to the current issue of the American Standard for Nursery
Stock published by the American Association of Nurserymen.
b. Plant materials must be selected from certified nurseries that have been inspected by state
' and/or federal agencies. Nursery inspection certificates shall be furnished to the Project
Manager upon request.
' c. Plant material collected from the "wild" is prohibited.
d. Container grown stock shall have been grown in a container long enough for the root system
' to have developed sufficiently to hold its soil. Roots shall visibly extend to the inside face of
the growing container. All container plants shall be grouped and watered daily until they are
planted.
' e. The Project Manager may reject plants damaged in handling or transport.
2.2 Substitute Plant Material
' If a substitute is selected, it must be native to the North Carolina Piedmont Region and of the
same size, value, and quality as the original plant.
3. Preparation
' 3.1 Standing Time
a. After construction is complete and the final elevations of the floodplain wetland and storm
' water wetland/water quality ponds are attained no further activity should take place until the
following planting season (Spring 2004). During this standing time the wetland will
experience storm flows and inundation, allowing the Project Manager and the Contractor to
61
verify water depths and planting zones and to determine whether the final grade and wetland
microtopography will persist over time.
b. At the onset of the planting season, the wetland should be surveyed and staked. Water depths
should be measured to the nearest inch. Planting zones (i.e., areas of more or less uniform
depth) should be marked on the as-built plan and located in the field using stakes or flags.
3.2 Dewatering
As a dry wetland is easier to plant, the storm water wetland/water quality pond drains should be
opened at least one week prior to the planting date.
3.3 Transport and Preservation
a. Post-nursery care of wetland plants is very important. The wetland plants shall be transported
to the construction site within three (3) days of delivery from the nursery.
b. Live wetland plants must be protected against drying out and overheating before/during
transport (e.g., they shall be covered transported in unheated vehicles, moistened, kept in
soak pits) and on-site prior to installation (e.g., by storing in controlled conditions, storing in
shade, covering with evergreen branches or plastic, placing in moist soil, or spraying with
anti-transpirant chemicals). Live materials shall receive continuous shade, shall be sheltered
from the wind, and shall be continuously protected from drying by being heeled into moist
soils. Where water is available, live stakes shall be sprayed or immersed.
4. Installation Methods
4.1 Planting
a. One plant species should be planted within each flagged planting zone based on its
approximate depth requirements.
b. Individual plants should be planted 18 inches on center within each single species cluster.
c. Peat pots and containers should be broken to allow root penetration, and tamped firmly into
the wetland substrate.
d. Damaged plants should be removed and replaced.
e. Shortly before the completion of planting, the pond drain pipes should be closed to allow
the wetland/water quality ponds to begin filling.
4.2 Cleanup
a. During planting all areas shall be kept neat, clean and free of all trash and debris, and all
reasonable precautions shall be taken to avoid damage to existing plants, turf, structures and
private property.
b. Remove all tags, labels, strings, and wire from the plant materials, unless otherwise directed
by the Project Manager.
62

' c. Final cleanup shall be the responsibility of the Contractor and consist of removing all trash
and materials incidental to the project and disposing of them off-site.
' 4.3 Plant Establishment
' a. The Contractor is responsible for maintaining an 80% plant establishment success rate at the
end of the one-year plant establishment period. The Contractor is responsible for replanting
all areas not meeting 80% survival.
' b. The Contractor will not be responsible for plant material that has been damaged by
vandalism, fire, flooding, or other activities beyond the Contractors' control.
' S. Measurement and Method of Payment
Planting wetland emergent plants will be measured and paid for at the Contract price per each
' item specified in the Contract Documents. The payment will be full compensation for all
material, labor, equipment, tools, and incidentals (including watering during the construction
period) necessary to complete the work.
END OF SECTION
i
i
63
CONSTRUCTION SPECIFICATIONS
SECTION 19
INSTALLING LIVE STAKES
1. Description
This work shall consist of harvesting, transporting, and installing live stakes into the subgrade
along the stream banks of Salem Creek and the Tributaries, as specified on the Construction
Plans, these specifications or as directed by the Project Manager. Harvesting, transporting,
and installation shall take place when plants are dormant (December 1 through April 1).
2. Materials
2.1 Live cuttings for live stakes shall be one-half to one and one-half inches (0.5" to 1.5") in
diameter and between two and three feet (2' to 3') long. Side branches shall be removed and
the bark left intact prior to installation.
2.2 Buds on the stakes shall be oriented in an upward position. The basal ends shall be tapered
to a point for easy insertion into the soil. The top shall be cut smooth and square.
2.3 Live stakes shall consist of a mix of three or more of the following species, with each species
comprising no more than 50% and no less than 20% of the mix.
Corpus amomum
Cornus sericea stolonifera
Salix nigra
Salix purpurea
Silky Dogwood
Red Osier Dogwood
Black Willow
Streamco Willow
3. Construction Methods
3.1 Harvesting
The source of all live cuttings shall be located on-site or within fifty (50) miles of the project site.
The Contractor shall be responsible for harvesting and transporting the cuttings to the job site.
3.2 Live Material Preparation
a. All cuts shall be smooth and the cut surface kept small. The use of large pruning shears or
power saws may be required.
b. The live materials shall be transported to the construction site within eight (8) hours of
harvesting and then cut to size, as specified above and on the details.
c. Live materials must be protected against drying out and overheating before/during transport
(e.g., they shall be covered transported in unheated vehicles, moistened, kept in soak pits) and
on-site prior to installation (e.g., by storing in controlled conditions, storing in shade,
covering with evergreen branches or plastic, placing in moist soil, or spraying with anti-
transpirant chemicals). Live materials shall receive continuous shade, shall be sheltered from
64
the wind, and shall be continuously protected from drying by being heeled into moist soils.
Where water is available, live stakes shall be sprayed or immersed.
d. Live materials shall be installed the same day that the cuttings are harvested. If installation of
live materials cannot be accomplished on the same day and storage is required, live materials
shall be stored for a period no longer than three (3) days.
3.3 Live Stake Installation
a. Live Stakes shall be installed according to the Sequence of Construction, the plans and
details, and the following specifications.
b. Erosion control fabric should be placed on the banks prior to installing the live stakes.
c. Insert the point of the stake through the fabric and tamp it into the ground at a right angle to
the slope.
d. The live stakes should be installed 5 feet apart using triangular spacing.
e. Buds should be oriented up.
f. Four-fifths of the length of the live stake should be installed into the ground, and soil should
be firmly packed around it after installation.
g. Do not split the stakes during installation. Stakes that split should be removed and replaced.
h. An iron bar can be used to make a pilot hole in firm soil.
i. Tamp the stake into the ground with a dead blow hammer.
3.4 Clean-up
a. During installation of the live stakes, all areas shall be kept neat, clean and free of all trash
and debris, and all reasonable precautions shall be taken to avoid damage to erosion control
fabric, and graded slopes.
b. Final cleanup shall be the responsibility of the Contractor and consist of removing all trash
and materials incidental to the project and disposing of them off-site.
3.5 Plant Establishment
a. The Contractor is responsible for maintaining an 80% plant establishment success rate at the
end of the one-year plant establishment period.
b. The Contractor will not be responsible for plant material that has been damaged by
vandalism, fire, flooding, or other activities beyond the Contractors' control.
65
4. Measurement and Method of Payment
Installing live stakes will be measured and paid for at the Contract price per each live stake
installed. The payment will be full compensation for all material, labor, equipment, tools, and
incidentals (including watering during the construction period) necessary to complete the work.
END OF SECTION
66

10
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INS TON
V
INDEX
Plan View Index
Plan View
Thalweg Profile
Cross Sections
Grading Typical Details
Planting Plan
Sediment 8 Erosion
Control Details
Storm Drain Details
Storm Water Wetland/
WQ Pond Details
030885
Sheet 2
Sheets 3 -13
Sheets 14 - 31
Sheets 32 - 81
Sheets 82 - 84
Sheets 85 - 89
Sheets 90 - 98
Sheets 99 -105
Sheets 106 -108
CREEK @ CIVITAN PARK
-SALEM, NORTH CAROLINA
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Sheet 16 of 31
CLEAR CREEKS CONSULTING
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or CLEAR CREEKS CONSULTING
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Survey Sheet 31 of 65
or CLEAR CREEKS CONSULTING
1317 Knopp Road, Jarrettsville, Maryland 2) 1084
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Supplemental Survey
Sheet 20 of 31
UCLEAR CREEKS CONSULTING
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Survey Sheet 33 of 65
or CLEAR CREEKS CONSULTING
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Sheet 21 of 31
or CLEAR CREEKS CONSULTING
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Survey Sheet 36 of 65
or CLEAR CREEKS CONSULTING
1311 Knopp Road, Jarrettsville, Maryland 21084
[phone]
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ACLEAR CREEKS CONSULTING
1317 Knopp Road, Jarrettsville, Maryland 21084
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or CLEAR CREEKS CONSULTING
1317 Knopp Road, Jarretm ille, Maryland 21064
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Survey Sheet 59 of 65
or CLEAR CREEKS CONSULTING
1317 Knapp Road, Jarrettsville, Maryland 21084
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or CLEAR CREEKS CONSULTING
1317 Knopp Road, Jarrettsville, Maryland 21084
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or CLEAR CREEKS CONSULTING
1317 Knopp Road, Jarrettsville, Maryland 21084
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Survey Sheet 62 of 65
or CLEAR CREEKS CONSULTING
1317 Knopp Road, Jarrettsville, Maryland 21084
[phone]
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Survey Sheet 64 of 65
or CLEAR CREEKS CONSULTING
1317 Knopp Road, Jarrettsville, Maryland 21084
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Survey Sheet 65 of 6
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1317 Knopp Road, Jarrettsville, Maryland 21084
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Survey Sheet 45 of 65
or CLEAR CREEKS CONSULTING
1317 Knopp Road, Jarrentsville, Maryland 21084
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1317 Knopp Road, Jarrettsville, Maryland 21084
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or CLEAR CREEKS CONSULTING
1317 Knopp Road, Jarrettsville, Maryland 21084
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1317 Knopp Road, )arrettsville, Maryland 21084
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1317 Knopp Road, JarrerrsvAle, Maryland 21084
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1317 Knapp Road, Jarrettsville, Maryland 21084
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1317 Knopf Road, Jarrettsville, Maryland 21084 [phone]

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1317 Knopp Road, Jarretts ville, i4far,land 2:084 [phone]
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Zone 1 • Stream Banks in Crossover Reaches and Upper Point Bars
Qt Botanical Name Common Name Size Comments
100 Amelanchier conadensis Serviceberry 18-24 in. Bareroot/Container
100 Hamamelis virginiana Common Witch Hazel 18-24 in. Bareroot/Container
100 Corpus amomum Silky Dogwood 18-24 in Bareroot/Container
100 Viburnum prunifolium Blockhaw 18-24 in. Bareroot/Container
100 Cercis conadensis Redbud 18-24 in. Bareroot/Container
Zone 2 ® Stream Banks in Meander Bends
Qty Botanical Name Common Name Size Comments
50 Platanus occidentalis American Sycamore 3-4 ff Bareroot/Container
5C Fraxinus pennsylvannica Green Ash 3-4 ft Bareroot/Container
50 Betula nigra River Birch 3-4 ft Bareroot/Container
60 Corpus amomum Silky Dogwood 18-24 in Bareroot/Container
60 Amelanchier alnifolie Serviceberry 18-24 in Bareroot/Container
60 Sambucus conadensis American Elderberry 18-24 in Bareroot/Container
Zone 3 - Riparian Buffer and Upland Forest
40 Acer rubrum Red Maple 3-4 fl Bareroot/Container
40 Prunus serotina Black Cherry 3-4 ft Bareroot/Contciner
40 Nyssa sylvafaC Black Gum 3-4 f- Bareroot/Container
40 Fraxinus pennsylvanica Green Ash 3-4 fr Bareroot/Container
20 Fogus grandiflora American Beech 3-4 f` Bareroot/Container
20 Gleditsia tricanthos Honey Locust 3-4 ft Bareroot/Container
10 Juglcns nigra Black Walnut 3-4 f! BarerooflContainer
80 Hamamelis virginiana Common Witchhaze! 18-24 in Bareroot/Conto iner
8o Linden benzoin Spicebush '8-24 in Bareroot/Container
80 Cornus stolinifera Red Osier Dogwood 18-24 in. Bareroot/Container
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Seeding and mulching of all disturbed areas will be completed in accordance with the details outlined in the Constructicr Specifications document. The seed
mixtu•es. application rates, etc. are described in the Seeding ord Mulching sectiar of the Constriction Speclfcatiors dccumeot.
Stream Bank Stabilization
in addition to contoinerized trees and shrubs: stream barks in meander bends will be stabilized with !ive stakes installed along the banks from toe of the slope to
banktull elevation. Live material that will be utilized in preparing the live stakes is described in the Live Stakes section of the Construction Specifications document.
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CLEAR CREEK? CONSULTING
1311; Knopp Road, jarre'UsVille, I'vian-la;:d?1084 (410; 692-2164
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Zone 1 - Shallow Marsh
Emeraenf
Qty Botanical Name Common Name
50 Peltandra virginica Arrow Arum
50 Scirpus americanus American Three-Square
50 Soururus cernuus Lizard's Tail
50 Pontedena cordata Pickerelweed
Zone 2 - Shallow Marsh Fri nge
Qty Botanical Name Common Name
Perimeter Emergent
50 Juncus effuses Soft R,-,,sh
50 Acorus calamus Sweet Flag
50 Carex intumescens Sedge
50 Iris virginica Blue Flag Iris
Shrub
25 Cepholonthus occidentalis buttonbush
25 Alnus serrulata Common Alder
Zone 3 - Forested Wetlands
Trees
20 Platanus occidentalis American Sycamore
20 Frcxim s pennsylvannica Green Ash
30 Betula nigra River Birch
20 Acer rubrum Red Maple
2C Salix nigra Black Willow
30 Nyssa sylvatica Black Gum
2C OuercuspheEos Willow 0ak
20 Luquidamberstyrociflua Sweetgum
Size Comments
Container
Container
Container
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Size Comments
Containe,
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Container
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15-24 in
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3-4 f-
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3-4 ft
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Bareroot/Container
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Bareroot/Container
Bareroot/Container
Bareroot/Container
Bareroot/Container
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Planting Zones
CLEAR CREEKS CONSULTING
1317 Knopp Road, Jarretrsvilie, Mar?-land 21084 (4 10) 6921164
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Zone 1 - Shallow Marsh
Emergent
Qty Botanical Name Common Name Size Comments
25 Peltandra virginica Arrow Arum Container
25 Scirpus americanus American Three-Square Container
25 Saururus cernuus Lizard's Tail Container
25 Pontederia cordato Pickerelweed Container
Zone 2 - Shallow Marsh Fringe
(qty Botanical Name Common Name Size Comments
Perimeter Emergent
25 Juncus effuses Soft Rush Container
25 Acoruscalamus Sweet =lag Container
25 Carex intumescens Sedge Container
25 iris virginica Blue Flog Iris Container
Shrubs
20 Cepholanthus occident alis Buttonbush 18-24 in Bareroot/Container,
20 Alnus serrulata Common Alder 18-24 in Bareroot/Container
Zone 3 - Islands and Rip arian Fringe
Trees
10 Acer rubrum Red ?Mople 3-4 ft Bareroot/Container
10 Salix nigra Black Willow 3-4 ft Bareroot/Container
10 Nyssa sy'vaticc Black Gum 3-4 ft Bareroot/Container
'0 Quercas p^ellos Willow Oak 3-4 ft Bcrerco'/Coctainer
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STREAM RESTORATION
SEQUENCE OF CONSTRUCTION
PHASE I
(Baseline Stations 9 + 25 - 20 + 18)
*THIS PHASE WILL BE DONE IN THREE STAGES
Stage 1(Relocated/Restored Tributary Channels and Floodplain Wetland Construction)
1. Phase I includes the area bounded by Stadium Branch, the ball fields, the existing trail, and the
Unnamed Tributary adjacent to Vargrave Street.
2. Clear and grub for all Phase I sediment and erosion control devices.
3. Install all Phase I sediment and erosion control devices as shown in the Sediment and Erosion Control
Plans, except the sandbag/stone dikes and pumped diversions. Note: This stage of the Phase I
construction will be in the dry and will not require pumped diversions.
4. With the exception of the "Tree Save" areas, clear and grub remaining Phase I areas.
5. Remove all concrete, wood, metal and other construction debris from the rubble landfill area, and haul
to City approved landfill for disposal.
6. Mass grade the Phase I area, except slopes adjacent to ball fields, in preparation for stream channel and
wetland construction. Elevation of mass graded area should be 756 0.5 feet.
7. Grade slopes adjacent to ball fields to final grades shown on construction drawings. Seed and stabilize
slopes immediately.
8. Grade proposed wetland areas, including islands, to final grades shown on construction drawings.
Wetland area elevations range from 756 to 754 f 0.2 feet. Island area elevations range from 756 to
757 f 0.2 feet. Note: If suitable soil must be added the final grades shown on the construction
drawings must still be the same after the layer of soil is added.
9. Starting in the area immediately adjacent to Stadium Branch construct the relocated Stadium Branch
stream channel across the floodplain following the thalweg alignment staked in the field. Note: The
upstream reaches of the relocated stream channel will meander through the "Tree Save" area.
Therefore, every precaution should be taken to avoid damage to the trees including their root systems.
10. Construction of the relocated Stadium Branch stream channel should stop in the area immediately
adjacent to the Unnamed Tributary.
11. Seed and stabilize all disturbed areas in Phase I.
Stage 2 (Reconstruction of Existing Unnamed Tributary
1. Install Stage 2a sandbag/stone dike at upstream end of Unnamed Tributary as shown in the Sediment
and Erosion Control Plans and start pumped diversion operation to dewater work area.
2. Continue construction of the downstream end of the relocated Stadium Branch stream channel,
connecting it into the existing Unnamed Tributary channel.
3. Remove the Stage 2a sandbag/stone dike and pumped diversion from upstream end of Unnamed
Tributary.
ACLEAR CREEKS CONSULTING
1317 Knopp Road, Jarrettsvilie, Maryland 21084
[phone]
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4. Install the Stage 2b sandbag/stone dike at upstream end of the trail crossing of the Unnamed Tributary
as shown in the Sediment and Erosion Control Plans and start pumped diversion operation to dewater
work area.
5. Reconstruct the downstream reaches of the Unnamed Tributary as shown on the construction drawings.
6. Remove the Stage 2b sandbag/stone dike at upstream end of the trail crossing of the Unnamed
Tributary.
7. Seed and stabilize all disturbed areas along the downstream end of the relocated Stadium Branch and
the reconstructed Unnamed Tributary.
Stage 3 (Reconstruction of Existing Stadium Branch
1. Install sandbag/stone dike at upstream end of Stadium Branch as shown in the Sediment and Erosion
Control Plans and start pumped diversion operation to dewater work area.
2. Reconstruct upstream reaches of existing Stadium Branch stream channel as shown on the construction
drawings.
3. Continue reconstruction of existing Stadium Branch stream channel, connecting it into the recently
completed upstream end of the relocated Stadium Branch stream channel.
4. Remove the sandbag/stone dike and pumped diversion from upstream end of Stadium Branch,
allowing baseflow to flow through the reconstructed and relocated Stadium Branch and into the
Unnamed Tributary.
5. Backfill the lower reaches of Stadium Branch as shown on the construction drawings.
6. Seed and stabilize all disturbed areas along the reconstructed/relocated Stadium Branch and backfilled
areas of the existing Stadium Branch.
7. Note: Several days after the baseflow has been diverted to the reconstructed/relocated reaches of
Stadium Branch and the Unnamed Tributary check the area for problems.
PHASE H
(Baseline Stations 14+40 -18+10)
*THIS PHASE WILL BE DONE IN TWO STAGES
Stage 1(Storm Water Wetland and Storm Drain Construction)
1. Phase 11 includes the area bounded by Winston-Salem University, Salem Creek, and Parkview Street.
2. Clear and grub for all Phase II sediment and erosion control devices.
3. Install all Phase II sediment and erosion control devices as shown in the Sediment and Erosion Control
Plans, except the sandbag/stone dikes and pumped diversions. Note: This stage of the Phase II
construction will be in the dry and will not require pumped diversions.
4. With the exception of the "Tree Save" area, clear and grub remaining Phase II areas.
5. Mass grade the Phase Il area, in preparation for storm water wetland and storm drain construction.
Elevation of the mass graded storm water wetland area should be 756 f 0.5 feet.
6. Excavate and grade proposed storm water wetland areas, including forebay, shallow marsh, islands,
and micropool to final grades (t 0.1 foot) shown on construction drawings. Note: If suitable soil must
be added, the final grades shown on the construction drawings must still be the same after the layer of
soil is added.
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7. Utilizing material excavated from the proposed storm water wetlands area, backfill area over 42-inch
sewer interceptor and proposed maintenance access road. The fill area should be brought to an
elevation of 757 t 0.5 feet and it should tie into the adjacent slopes. Note: Caution should be taken not
to bury existing sanitary sewer manholes.
8. Construct storm water wetland outfall structure and outfall channel as shown on the construction
drawings and outlined in the Construction Specifications.
9. Install Park-view Street storm drain system (including manhole, 12 inch and 36 inch storm drain pipes,
pipe end sections, and riprap outfall protection) as shown on the construction drawings and outlined in
the Construction Specifications.
Stage 2 (Gully Restoration)
1. Install sandbag/stone dike at upstream end of gully adjacent to University parking lot as shown in the
Sediment and Erosion Control Plans and start pumped diversion operation to dewater work area.
2. Backfill and grade existing gully from the existing 36-inch storm drain outfall to its confluence with
Salem Creek. Final elevation of backfill at Salem Creek should be consistent with proposed top of
bank (i.e., 756 f 0.2 feet).
3. Construct a stable drainage swale routed along the backfilled gully from the existing 36-inch storm
drain outfall into the newly constructed storm water wetlands as shown on the construction drawings.
4. Remove the sandbag/stone dike and pumped diversion from upstream end of drainage swale, allowing
baseflow to flow through the storm water wetlands.
5. Seed and stabilize all disturbed areas along the drainage Swale and storm water wetlands.
6. Note: Several days after the baseflow has been diverted to the storm water wetlands check the area for
problems and evaluate wetland hydrology.
PHASE III
(Baseline Stations 1+40 - 23+00)
*THIS PHASE WILL BE DONE IN FIVE STAGES
Stage I - Mainstem Channel and Floodplain (Thalweg Stations 2+50 to 8+00)
1. Phase III includes the area bounded by Martin Luther King Drive, the field adjacent to Diggs
Boulevard, the Phase I area, Winston-Salem State University, and Vargrave Street.
2. Clear and grub for all Phase III, Stage I sediment and erosion control devices.
3. Install all Phase III, Stage I sediment and erosion control devices as shown in the Sediment and
Erosion Control Plans, including the sandbag/stone dike and pumped diversion.
4. Starting in the area beneath the Martin Luther King, Jr. Drive Bridge and working downstream along
the mainstem (Thalweg Station 2+50 to 3+80):
A. Grade both stream banks and floodprone areas as shown in construction drawings.
B. Excavate new thalweg and install rock sills as shown in construction drawings and as directed
by Project Manager.
C. Construct shot rock base along right side of the channel as shown in the construction drawings
and outlined in the Construction Specifications.
D. Stabilize gully below 30-inch storm drain outfall along right bank.
U&CLEAR CREEKS CONSULTING
1317 Knopp Road, ]arrettsville, Maryland 21084
[phone]

E. Extend Storm Drain Pipe #1 (6-inch CMP) and stabilize outfall along newly constructed
floodprone area on right bank as shown in construction drawings.

F. Rake all disturbed areas on both sides of channel and floodplain, seed and mulch.
5. Working downstream along the mainstem (Thalweg Station 3+80 to 8+00):
A. Excavate new channel including stream banks, and floodprone area along left side of the
channel, and point bar, shot rock base, stream banks, and floodprone along right side of the
channel as shown in construction drawings.
B. Install rock vanes as shown in the construction drawings, outlined in the Construction
Specifications, and as directed by Project Manager. CM M
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C. Excavate new thalweg and install rock sills as shown in construction drawings and as directed
by Project Manager. S s
D. Reconstruct Storm Drain Pipe #2 (18-inch CMP) and stabilize outfall along newly constructed i
floodprone area on right bank as shown in construction drawings.
E. Reconstruct Storm Drain Pipe #3 (18-inch RCP) and stabilize outfall along newly constructed
floodprone area on right bank as shown in construction drawings.
F. Remove the Phase III, Stage 1 sandbag/stone dike and pumped diversion.
G. Rake all disturbed areas on both sides of channel and floodplain, seed and mulch.
Stage 2 - Mainstem Channel Floodplain and Water Quality Pond (Thalweg Stations 8+00 to 16+00)

I . Install all Phase III, Stage 2 sediment and erosion control devices as shown in the Sediment and
Erosion Control Plans, including the sandbag/stone dike and pumped diversion.
2. Remove and haul the existing pedestrian bridge structure, abutment and any demolition debris to a
disposal site designated by the City. 0
3. Working downstream along the mainstem (Thalweg Station 8+00 to 9+80): p; z
A. Grade left stream bank and floodprone area as shown in construction drawings. ti
B. Construct new bank and floodprone area along right side of the channel by installing shot rock a
base and backfilling existing channel as shown in the construction drawings. y
C. Install rock vanes as shown in the construction drawings, outlined in the Construction
Specifications, and as directed by Project Manager. p
D. Excavate new thalweg and install rock sills as shown in construction drawings and as directed m es
by Project Manager. c
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E. Note: Storm Drain Pipe #4 (8-inch Terracotta) will not be retrofitted. However, outfall and x
slope should be inspected to determine if stabilization is necessary.
F. Rake all disturbed areas on both sides of channel and floodplain, seed and mulch. cd
4. Working downstream along the mainstem (Thalweg Station 9+80 to 15+00): 00
A. Excavate new channel along left floodplain area including stream banks and floodprone area o W
along left side of the channel, and point bar, stream banks, and floodprone along right side of w
the channel as shown in construction drawings. 6°k b
B. Install rock vanes as shown in the construction drawings, outlined in the Construction a lo y
Specifications, and as directed by Project Manager. Q' *J A A
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C. Excavate new thalweg as shown in construction drawings. 019
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D. Backfill existing channel and mass grade to create right floodplain area as shown in the F o
construction drawings. Elevation of mass graded right floodplain area should be 756 f 0.5 y w"
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E. Excavate and grade proposed water quality pond areas, including forebay, shallow marsh,
islands, and micropool to final grades (} 0.1 foot) shown on construction drawings. Note: If
suitable soil must be added, the final grades shown on the construction drawings must still be
the same after the layer of soil is added.
F. Utilizing material excavated from the proposed water quality pond areas, backfill and grade
slope area adjacent to parking lot creating proposed maintenance access areas. The fill slope
should be brought to the elevations f (0.5 feet) shown on the construction drawings and it
should tie into the existing slopes. Note: Caution should be taken not to bury existing sanitary
sewer manholes.
G. Construct water quality pond outfall structure and outfall channel as shown on the
construction drawings and outlined in the Construction Specifications.
H. Relocate and extend Storm Drain Pipe 95 (18-inch CMP) to outfall into water quality pond as
shown on the construction drawings.
1. Relocate and extend Storm Drain Pipe #6 (18-inch RCP) to outfall into water quality pond as
shown on the construction drawings.
J. Rake all disturbed areas on both sides of channel and floodplain, in and around the water
quality pond and adjacent slopes, seed and mulch.
Working downstream along the mainstem (Thalweg Station 15+00 to 16+00):
A. Grade left stream bank and floodprone area as shown in construction drawings.
B. Install rock vanes as shown in the construction drawings, outlined in the Construction
Specifications, and as directed by Project Manager.
C. Excavate new thalweg and install rock sills as shown in construction drawings and as directed
by Project Manager.
D. Remove the Phase III, Stage 2 sandbag/stone dike and pumped diversion.
E. Rake all disturbed areas on both sides of channel and floodplain, seed and mulch.
Stage 3 - Mainstem Channel and Floodplain (Thalweg Stations 16+00 to 22+00)
1. Install all Phase III, Stage 3 sediment and erosion control devices as shown in the Sediment and
Erosion Control Plans, including the sandbag/stone dike and pumped diversion.
2. Working downstream along the mainstem (Thalweg Station 16+00 to 18+50):
A. Grade stream banks and floodprone areas along both sides of the channel as shown in the
construction drawings.
B. Install shot rock base along both sides of the channel as shown in the construction drawings
and outlined in the Construction Specifications.
C. Install rock vanes as shown in the construction drawings, outlined in the Construction
Specifications, and as directed by Project Manager.
D. Excavate new thalweg and install rock sills as shown in construction drawings and as directed
by Project Manager..
E. Rake all disturbed areas on both sides of channel and floodplain, seed and mulch.
3. Working downstream along the mainstem (Thalweg Station 18+50 to 20+50):
A. Excavate new thalweg and install rock sills as shown in construction drawings and as directed
by Project Manager.
CLEAR CREEKS CONSULTING
W
1317 Knopp Road, Jarrettsville, Maryland 21084
[phone]

4. Working downstream along the mainstem (Thalweg Station 20+50 to 22+00):

A. Grade stream banks and floodprone areas along both sides of the channel as shown in the
construction drawings.
B. Install cross vane as shown in the construction drawings, outlined in the Construction

Specifications, and as directed by Project Manager..

C. Install rock vane as shown in the construction drawings and outlined in the Construction
Specifications.
D. Install shot rock base along both sides of the channel as shown in the construction drawings
and
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E. Excavate new thalweg and install rock sills as shown in construction drawings and as directed
by Project Manager. i 5 s
F. Remove the Phase III, Stage 3 sandbag/stone dike and pumped diversion.
G. Rake all disturbed areas on both sides of channel and floodplain, seed and mulch.
Stage 4 - Mainstem Channel and Flood lain Thalwe Stations 22+00 to 26+00
1. Install all Phase III, Stage 4 sediment and erosion control devices as shown in the Sediment and
Erosion Control Plans, including the sandbag/stone dike and pumped diversion
.
2. Working downstream along the mainstem (Thalweg Station 22+00 to 26+00):

A. Grade stream banks and floodprone areas along left side of the channel as shown in the F
construction drawings.
B. Install shot rock base along both sides of the channel as shown in the construction drawings
and outlined in the Construction Specifications. r,
C. Install rock vanes as shown in the construction drawings, outlined in the Construction

Specifications, and as directed by Project Manager..
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D. Excavate new thalweg and install rock sills as shown in construction drawings, and as
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directed by Project Manager..
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E. Remove the Phase III, Stage 4 sandbag/stone dike and pumped diversion.
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F. Rake all disturbed areas on both sides of channel and floodplain, seed and mulch.
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Stage 5 - Diggs Boulevard Storm Drain Relocation M
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1. Install all Phase III, Stage 5 sediment and erosion control devices as shown in the Sediment and Q
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Erosion Control Plans. Z'

2. Install proposed Diggs Boulevard storm drain system (including manhole
18 inch and 24 inch storm v
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drain pipes, pipe end sections, riprap outfall protection, and drainage swale) as shown on the
construction drawings and outlined in the Construction Specifications. U] o A
3. Excavate and remove all 18 inch and 24 inch storm drain pipes from the existing storm drain system as w
shown on the construction drawings and outlined in the Construction Specifications. L4 o
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4. Remove the Phase III, Stage 5 sediment and erosion control devices . a a
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5. Rake all disturbed areas, seed and mulch. P
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PHASE V
(Baseline Stations 1+40 -23+00)
*THIS PHASE WILL BE DONE IN TWO STAGES
Stage I - Walking Trails
I . Repair and relocate the existing walking/bike trail as shown in the construction drawings and outlined
in the Construction Specifications.
2. Rake all disturbed areas, seed and mulch.
Stage 2 - Pedestrian Bridge Boardwalk and Trail
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1. Install bridge abutment and bridge bearing plate according to manufacturer's design drawings and
construction specifications.
2. Following the manufacturer's written instructions, lift and set bridge structure on bearing plate.
3. Weld bridge structure on bearing plate.
3. Inspect bridge and abutments according to manufacturer's written instructions.
4. Install boardwalk and asphalt trail as shown in the construction drawings and outlined in the
Construction Specifications.
PHASE VI
(Baseline Stations 1+40 - 23+00)
Bioengineering, Wetland and Riparian Tree and Shrub Planting
I. Install all live stakes along the stream banks in meander bends in accordance with the planting plan
and Construction Specifications document.
2. Install all containerized trees and shrubs in accordance with the planting plan and Construction
Specifications document.
3. Seed and mulch all areas within project limits in accordance with the planting plan and seed mixture,
application rates, etc. described in the Construction Specifications document.
PHASE VII (March 15 - June 1 2004)
(Baseline Stations 13+50 - 23+00)
Wetland Emergent Plantings
1. Install all containerized wetland emergent plants in accordance with the planting plan and Construction
Specifications document.
C,.U&CLEAR CREEKS CONSULTING
W
1317 Knopf Road, Jarrettsville, Maryland 21084
[phone]

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DETAIL 24 - STABILUM CONSTRUCTION ENTRANCE
I 3 MGU:TABLs
EERM 16' YIN.,
Iv°?- SG' k!NI1Uk
EXIST!NG PAVEME
+. G
RTEXT!LE CUSS 'C'
?' EAATN PILL
O
PIPE AS ATCESSA7r
OR 9Ei1Efl
- MINI MUM 6- OF 2--3' AGGREGATE
-EX; Si!NG GROUND OVER LENGTH AND B:DTH OF
S RU TURE
PROFILE
+ 50' MIN1111M
LENGTH T
10' MIN.
EXISTING
10' Ulm, NUM 10' Ulm. PAVEMENT
.IDTx
STANDARD SyM60L PLAN VIEp IN.
Cost-tiPPISpec;fioat7an Il
I. Lengtn - mini-P of 50' (+30' foe single resiaerce lot).
2. ridtn - 10' m.r sncV lc as '.ores of the exisring - to prpvida a tIrni
roa; us. Timm. ng
! 3. GeOtexii is f-T. it! liar ...n) snap be Elates OVar ttM 0.t ist; nq greets prior
to placing store. -The pion ab--l arthaY;ty soy ncr -ire single family
residpKBS to Use geotext7l e.
4. Stms --haa aggregate f2• to 3.1 m reclollad a rscyplea -at.
_iValent shall be plotea at least 6' deep over the fengtn aria ridttf of tha
ent-
5. Slrfoce ratM - al I s-+oce .Oren f'. owing to on';-'so t-. cofstructitn
BrsiroieS Snell be piped t--Qn he entome. lmintaining positive d'ciroge. Pipe
rmlolle0 --vin 1M xt-; I.- ca4lrtctiot srrh'ope anal I M DroteCeO tint a
InDl+tmla Damn ri to 5:1 si( and a mfnimm of 6' of saris war the p'pe. Pipe has
'o as sized -ding to tpla drairgpe. llfft tact Sa is loeatad at a h:gn spot and
has rip drEinoga to tmreY o pips rill not be -Y. Pipe should be sired
-dI ng to the -t 0f --" to as ecanayad. A 6- mini- rill b, reauirea.
6. Location - A stab; Iiaaa Cans,-tiol erit,_ sMll as Iocotpp at evs-Y Doi nt
el,ere Constueticn traffic enters car I?CVes a CaristlJCf Tan sita. Va.,.,- leav;ng
the site sat rove] aver the entire length of the stabilized -St-tion entrance.
US18A12%6II' 011, 1Q.7[O6 PAIgS YA1mJW fBAffi.T a FYIYrORVtj
AR6 (R?4AaIf ?Af t - II - s 14/a fANf?mII A11@@aA9fEi
1990
DETAIL 22 -. SILT FENCE
10' MAXIIAIM CENTER TC 36" M:NI MUM LENGTH PENCE PCST.
-? CENTER DRIVEN A Ulm- OF t6' ix']
GROUND
'
1
-16
TILE M REICH- CF
C?CTEXEXT:LE GLASS "
1 9' MINIMUM DEPTH IN
GROUND

F'OM FLCp
PERSPECTIVE VIE W 36' MINIMUM FENCE-,
POS. ;ENGTH
F;LT
CLDT1+° FENCE P05F SEC-10N
u1NIMWM zD' ABCVE
PLO. GROUND
UND1ST 4EC
GRUMG

TOP VIEW EIbED GEG`EXT ILE CLASS
4 : G:- s' V:.9-;CAL!'
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KE POSF DNIYE4
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TC THE f$ GRU `ND N7 NIMIM U 16"
PDS-S V -L THE GROUND
R EE:119N'a CROSS SECTION
SECTION A
? STAPLE
STAPLER Si ANDARD S`MER
JOINING TWO ADJACENT SILT
FENCE SECTIONS
ca`Atructim saacifitctiau
I. Ferias Deets shall as c mini- of 36' Mang a,;- 16' sin;- into tM
prams. MOpa posts slval'. De 11? s 11.1 square Imi nieunl cut. w 1?' aiaoater 1'
(mini) rCXfa ana -if be of so-d duality na'aa00d. Steel posts rill as
stanaord T an U section reignttng no- less "on 1.00 -'a per ;i- #-t.
2. Leafe[-ile sn011 be +-,.-a setlaely to ea- fence post elm rite ties
an staples nt tco ana m1a-section -a Anal, octet ins ton - ng rapu?remenis
' for georeitl le Glass F: 1
iftsl le $tsnp-n 50 Ibs/in (min.; Test: MSMT 5D9
Tensile Yamllus 2L lu/in Imi n.: Test: I W 509 li
Flor Rate D.3 ge'. ft'/ m;rife t-: Test: WSMT 322
Filtering afficlenoy TSS lmin.) Test: MSYT 322
7. Mare ants of geotexti l6 fabric toss toget- tnaY snCII be her l oppea.
fol pea and steal ea to Drevenl sedi- aYposS.
a. Si:T Ferca stroll De inepaetea Offer apCh ralnfell a M• aria la inl0 Tried .her.
0ulgas Dear gr Mxn se0ieent aCO.sa:l atian rearnec 50'. of Ina 4ay-ic Might. '
LSII?AT?Pp W IIS,CW.TOL' PAGE YAffiIM-0 7?A®ghT a HiVi&P? 71
80'J. LiM?PdY1gN ARE 6 -IS -1 RAMM XQUIll R AIDLL1nrTl1ATTON
CLEAR CREEKS CONSULTING
1317 Knopp Road, Jarrettsville, Maryland 21084
[phone]
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peeerel lY carry at oeafNm fIP.
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2. Flle .w fabric - T f- date men:
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pal,arl< fi=ts r 'fC3 of
Plyatr. lb eYrtc •..II -7'
bsa-l. e....a-d csOi alsYymoursmC, ell/-, ad rot
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first meet of valeta to Iron
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3. The elatenu I.f.en td diW W roe
dlsterem Is f0 a dn.elmsd by floe
rate or the rmraf.
A. ?Im beaY.ls w b•.ae m Ina or
11 rllrl o Idkltd bX
dtere.rlw YeCla.
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DETAIL 9 - STONE OUTLET SEDBM ENT TRAP - ST II
FLOW
COMPACTED EARTH
EMBANKMENT
B
1' MIN TOP OF EMBANKMENT aq TO 712"
WEIR LENGTH STONE A
1' MIN ?J1 1 4' MAX.
2 HEIGHT
EXISTING =11;1?i'1?i i1 EXISTING GROUND
GROUND B
SECTION B-B V APRON
(1' THICKNESS) 4' MTN. WIDTH
3,4 TO 11,2' 2 {' ---{
STONE 1(- WEIR CREST-,,,?
py -
'iq
FL -OWSTORAGE r 3' MAX
EXCAVATE FOR
REQUIRED WET
STORAGE
BOTTOM ELEVATION
/ '--GEOTEXTILE
CLASS C
SMALL RIP-RAP 4" TO 7"
Construction Specifications
NOTE: 5' MINIMUM LENGTH UP TO 5
SECTION A-A ACRES: OVER 5 ACRES USE
STONE/RIPRAP SEDIMENT
TRAP ST-IV.
1. Area under embankment shall be cleared. grubbed and stripped of
any vegetation and root mat. The pool area shall be cleared.
2. The fill material for the embankment shop be free of roots and
other woody vegetation as well as over-sized stones, rocks. organic
material or other cbjecticnable material. The embankment sho I I be
caApocted by traversing with equipment while it is being
constructed.
3. All cut and fill slopes shall be 2:1 or flatter.
4. The stone used in the outlet shall be small rip-rap 4" to 7" in
size with a 1' thick layer of 3,4" to 11,Z washed aggregate placed
on the upstream face of the outlet. Stone facing Shoff be as
necessary to prevent clogging. GeotextI le Class C may be
substituted for the stone facing by placing it on the inside face
of the stone outlet.
5. Sediment shop be removed and trap restored to its original
dimensions when the sediment has accumulated to one half of the
wet storage depth of the trap. Removed sediment shop be deposited
in a suitable area and in such a morner that it will not erode.
US.DEPARTMENf OF AGEH.ULTURE PAGE MARYLAND DEPARTMENT OF ENVIRONMENT
Ste, CONSMATRDI S? C -9 - 1e WATER MANA(MIENT ADI@DSDTA170N
CLEAR CREEKS CONSULTING
W
1317 Knopf Road, Jarrettsville, Maryland 21084
[phone]
STONE OUTLET SEDRII ENT TRAP - ST II
6. The structure shall be inspected periodically and after each rain and
repairs made as needed.
7. Construction of traps shop be carried out in such a manner that sediment
pollution is abated. Dnce constructed. the top and outside face of the
embankment shall be stabilized with seed and ailch. Points of concentration
inflow shall be protected in accordance with Grade Stabilization Structure
criteria. The remainder of the interior slopes should be stabilized tone time)
with seed and mulch upon trop completion and monitored and maintained erosion
free during the life of the trap.
8. The structure shalt be dewatered by approved methods. removed and the
area stabilized when the droinoge area has been properly stabilized.
9. Refer to Section D for specifications concerning trap dewatering.
10. Minimum trap depth shall be measured from the weir elevation.
11. The elevation of the top of any dike directing water into the trap must
equal or exceed the elevation of the trap enbankmment.
12. Geotexti19 Class C shall be placed over the bottom and sides of the
outlet channel prior to the pIocement of stone. Sections of fitter cloth must
overlap at least 1' with the section nearest the entrance placed on top. The
filter cloth shall be embedded at least 6" into existing ground at the entrance
of the outlet charnel.
13. Outlet - An outlet shall be provided. including a means of conveying the
discharge in an erosion free manner to on existing stable ononneI
I U SOIL CDISE3 WATWN SERVICE C P9•- D?A I WATER MANAGNMENP ADDI@OSfBAMN
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UNDISTURBED/
STABILIZED
-CREST AREA
ELEVATION PERSPECTIVE VIEW
12" MINIMUM
OUTLET ELEVATION
APRON (SEE NOTE)
1
1
1
1
1
b
0
0

a
0
Diggs Boulevard Storm Drain Relocation
Plan View
T54 ?,
J4?
Storm Drainage Des' Data
Structure ID Pipe Section Invert of Pipe Invert of Pipe Pipe Slope (%)
Structure Type Length ft Upstream End Downstream End
M11-1 Top Bottom
Proposed 48" NA 761,5 755.5 NA
Manhole
SD-1 85.3 759.3 756.58 3.2
Existing 24" RCP
SD-2 114.55 759.90 758.02 1.6
Existing 15" RCP
SD-3
Proposed 24" 350 756.8 755,75 0.3
RCP
SD-4
Proposed 18" 202 757.81 756,8 0.5
RCP
SD-5 -

Proposed 18"
38
757.21
757,02
0.5
7
RCP
SD-6
Proposed 18" 38 758.00 757.81 0,5
RCP
On 5:
CLEAR CREEKS CONSULTING
1317 Knopp Road, Jarretts ille, Maryland 21084
[phone]
J'91
oh ?
it
I
it
Arpmd 191 RCP
?• MIAi aa^so
fro He Abuedoocd)-.
P, 4dl3"M.cboh--l ?
\ ' I
Athletic Fie
Fence ld-- 0e V

'PO
XQ?
%
%4
1.
? ?t _ ae2

Store Water la

Inlet 0 Be A )
` j ?' `? Aq?ald iP RCP
r

Athletic Field
Fence J !
1$
r
I ?
frn Be Al.-Z d)`? I

"i
24' RCP
Storn Water Pipe
t I
i

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W x N
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8 i
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F4
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1
1
765
1
. 760
Proposed Drainage Swale
Existing Grade
Proposed Grade
1
1
P
b
-? i- .
7551
End Section ?.1
Proposed Drainage Swale
Existing Grade
765
Proposed Grade
760 l-
D
D
0
0
755 1
End Section
Proposed 2499 RCP
0.3%
Proposed 2499 RCP
@ 0.3%
CLEAR CREEKS CONSULTING
131; Knopf Road, ]arrettsville, Maryland 2 .1084 [phone]
Stadium Drive
T
? o
Proposed 4899 Manhole
w
Existing SD Inlet rl_
Existing 24" SD
@ 3.2%
Jco00
00
U) N
d 'a z
tyCDtoW
et ? ?
uJ X
CM WNW?
? a
is s

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Stadium Drive

,F
-f??®

0.4 C3
Proposed 1879 RCP
0.5%
?, qo
M a
Proposed 4899 Manhole

?® b
0 E+ V

Existing 1599 SD L)
@ 1.6%
R

Existing SD Inlet

Proposed 1899 RCP
@. 0.5%
Existing SD Inlet
Diggs Boulevard Storm Drain Relocation
Profile
Proposed 1899 RCP
o.s®i© i-D4 04
1
1
0
1
1
b
P
0
a
a
0
0
Existing Manhole -- --
rkvlew_ Drive ----
so-i P a. ? -----
,- 2#sHa 30" ell -
Proposed 48" Manhole- (NA-1) - 770
?65 -
-?65
Vi -,Vd
?Z. d?vr va- va-v?
4 Dlr Ian
r e
'1 P1 -P!L - P!L - P/L - Pl4'- /? •
Tributary #4?S P ,\P
TJ7?atwe g
\-?'TrIbU nary #4\. v
lann.e-6,, Thalweg =?? \\\\
-4-1
-1/d-1,

Park View Street Storm Drain Installation
Plan View
I
==-CLEAR CREEDS CONSULTING
1317 Knopp Road, jarrettsville, Maryland 231084 [phone]
J ?
eel J
a'a- zr?
Storm Drainage Des' Data
Structure ID Pipe Section Invert of Pipe Invert of Pipe Pipe Slope (%)
Structure Type Len h (ft) Upstream End Downstream End
MH-1 Top Bottom
Proposed 48" NA 767.0 754.5 NA
Drop Manhole
SD-1 62 763.5 763.2 0.5 j
Eidstin 30" RCP
SD-2
Proposed 36" 15 756.8 756.5 2.0
RCP
SD-3
Proposed 12" 270 756.1 754.5 0.55
RCP
0)
M (6
X 10 0
M
W ?m
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M?

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1
0
P
1
0
1
b

1
0
0
Parkview Street
Proposed 48"
6 Drop Manhole
774
76
760
755
750
749
g 0.5%

CLEAR CREEKS NSU I TING
1317 Knopp Road, Jairettsville, Mlarylarnd 21084 [phone]
Right Top of Dank
VB°.B°a IW,a?. ?PAAiotrpr
Park View Street Storm Drain Installation
Profile
B`
J
-J 0 N OD
:5 a z?
t??Mcr)
0M
W x?
I
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Ri
65
?s
sa ?'
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1
1
1
1
1
/
Parkview Street
765
765
762
759
756
753
Emoting
@ 2.0%
-- °_ CLEAR CREEKS CONSULTING
1317 Kropp Road, iarrettsaille, Maryland 21084 1'410) 692-2164
Park View Street Storm Drain Installation
Profile
I o'J o1
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V (D
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M
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00201M
1
1

0
1
1

0
a
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STANDARD STORM DRAIN
HEAVY TRAFFIC MANHOLE
FRAME AND COVER, -I
8" TYP.-,I
I
- 1 I•
?I Mw
w i I I,
w
w ? I
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CEMENT
[MORTAR
PRECAST CONCRETE GRADE RINGS
OR BRICK MASONRY (12" MAX,
-" 2 COURSES MIN.)
(ECCENTRIC CONE UNIT
i
MIN- CIRCUMFERENTIAL
j REINFORCING (48" Di A. TAPEE)-
,As = 0.12 S0. IN./FT.
NOTE 4 (STEPS SHOWN IN THIS
LOCATION FOR ILLUSTRATION ONLY)
RISER UNIT
S RISERS IN I' 2 3' OR 4-
ER M ?1 EtiGTHS - SEE NOTE 10
GASKET
' j
j
?A-s.T M-
4
C
JOINTS
NOTE
-4
3 } -
8
45" DIA ON. CIRCUM. REINFORCING PER
i A -S T.M. C - 478 NOTE 11
NOTE 12

NOTE 6
NOTE 4 -FLEXIBLE GASKET CONNECTOR-\ ;
PPE
f SIZE

NOTE 12
I
! z
ZF
Li ?w
m
m E
n ,
I MAXIMUM
THROUGH LATERAL
PPE DIM. PIPE DIA.
36" OR LARGER; SEE D-3.02,3
27 OR 30"1 NONE ___
24" 1 .2 -
2"1' ,5"
UP TG 18 1 SAME AS
TH OUCH PIPE
TABLE BASED ON 90' ANGLE FROv
LATERAL TO THROUGH PIPES. FOR
OTHER ANGLES. MAINTAIN 2' Y.N.
OF RENFORCED WA B WEEN
PPE OPENINGS MEASURE ALONG
INSIDE Wk-L.
PRECAST CONCRETE GRADE RINGS
OR BRICK MASONRY (12" MAX_,
?2 COURSES MIN.)
CEMENT MORTAR
8,.
NOTE 4
NOTE 7
PICK HOLES ON EDGE
OF COVER.
WHERE FRAME & COVER IS USED OUTSDE OF
BALTMORE COUNTY R /W OR EASEMENTS,
SUBSTITUTE THE WORDS "PRIVATE STORM
DRAM" FOR "BALTIMORE COUNTY STORM
DRAIN" ON THE COVER.
2'-3 7/8 „
2- 7,
2
"
`
F 1/8

-r 2'-C" 5" 1/ .,
2'-10"

21/2"
1/2';) 1/2 R
_ 5?
SHALLOW rnnmr 1 "
8" MIN. + I' r
' I `a ' BRICK ON EDGE
_
8" MIN
7, B_ -
FOR INVERT
BRICK ON EDGE
MIN. SLAB FOR NVERT
' i
BE ASTM
D
ERIK ON EDGE BRI ERICK SHA
REINFORCING
BRICK SHALL BE ASTtM GRADE
SS.
"
AS= C 39 S0. IN/FT. EACH WAY
C32 GRADE SS 48
PRECAST MANHOLE TYPE B
48" PRECAST MANHOLE TYPE A (SHALLOW)
(STANDARD) PIPE SIZE ; BASE UNIT
LENGTH - MIN. MN. ('H), TYPE A
MAX. (H), TYPE B
NOTES : 15" DIA 2 6s'
UNLESS OTHERWISE NOTED. MANHOLE TAPERS. RISERS AND 18" TO 24" D(A. 7
BASES SHALL BE FURNISHED IN STRICT ACCORDANCE WITH 27° TO 30" DIA 8
5•
A S.T.M- DESIGNATION C-478 (LATEST) FOR "PRECAST .
REINFORCED CONCRETE MANHOLE SECTIONS'. 8. PRECAST MANHOLE RISER. JOINTS: THE MANU-
FACTURER SHALL ' FORM MALE AND FEMALE
ALL CONCRETE SHALL BE 4.500 PSI COMPRESSIVE STRENGTH. EN}S OF JOINTS USING THEIR OWN DESIGN.
HE JOINTS SHALL BE SEALED BY THE CON-
T. REINFORCING FOR TYPE E THE SAME AS FOR TYPE A. TRACTOR AND MADE WATER-TIGHT USING -E
MANUFACTURER'S RECOMMENDED AST+A OR
4. SEE STANDARD DETAIL PL27E; = FOR MANHOLE STEP AASHTO-APPROVED SEALANT.
SPECIFICATIONS, SPACING AND PLACEMENT. STEP LOCATION
9. SEE STANDARD DETAIL PLATE G-3 FOR
SHOWN :S FOR ILLUSTRATION ONLY. LOCATE STEPS 90' FROM
' . IONS & PLACEMENT OF PRECAST
GAST
VAIN FLD
8' CHAINEE WITHIN IALIFHOLE- C
CONCRETE GRADE RHJGS-
5. A PRECAST MANHOLE SECTION MAY BE PACED OVER
- C. USE LARGEST APPtCABLE RISER UNIT
EXISTING PIPE. SEE DETAIL FOR PRECAST MANHOLE
ANHOLE
"
" LENGTHS. USE A MAXIMUM OF ONE- I FOOT
DOGHOUSE
RISER. STANDARD DETAIL PLATE 0-3.07 LENGTH RISER, UNIT PER STRUCTURE
,,. MINIMUM CIRCUMFERENTIAL REINFCRCE?b1ENT PER AS T
M
-
„ 4-8. 11 SEE DETAIL PLATE D-;.026 FOR PRECAST
TOP SLAB DETAIL FOR SHALLOW MANIHOLE

?. JSE A MINIMUM OF 1 MANHOLE STEP IN BASE UNIT. .
2. 2" MIN. (PIPE OPENING TC JOINT) OR SPECIAL
(SIGN.
? ?t?PPROVA/L L)EF A;; f ILNT
`" 1 R\i Lk
1 O l BL'C WORKS 1 L ror
\
L `1GTA[L
-
,
?/ DuE
PRECA
r
' .
7 rs
ST A & B -
I
^,I
_E.=.I MANHOLE
?I?
1,7F FOR PIPES 15" TO 30" HORIZ. DIN ?-3.01
CLEAR CREEKS CONSULTING
1317 Knopp Road, Jarrettsille, Maryland 21084
[phone]
7/8 "
B
3/4 .
DIAMETER
HOLES.
?7?
2'-17/8
/8,.
51
CASTINGS 7SURFACES. MACHINED
ON BEARIN3/4 R
/4 31
\??C /2 R
T-O = 5"
SECTION "A-A"
3 ?< 3 3/8 1/8 3 •, 3/4 - 3/4
?8 K , /8 /4
I ?
8
3/4 38'
SECTION "B-B"
NOTES
FRAME AND COVER FOR 54" AND LARGER BENDS AND
JUNCTION CHAMBERS SHALL BE 2'-6" WITH LETTERING
AND HOLES AS SHOWN FOR T-0" FRAME.
CASTING MATERIALS SHALL BE GREY IRON.
USE OF SHALLOW FRAME SHALL BE APPROVED BY
ENGINEER,.
1/8
j 1/2"
NOMINA'- WEIGHTS I
9" FRAME 4" SHALLOW FRAME
FRAME 250 Lbs. 165 Lbs.
COVER : 135 Lbs. 135 Lbs.
TOTAL 385 Lbs. - 300 Lbs.
APPROVAL DEPARTMENT OF PUBLIC WORKS
STORM DRAINAGE DETAILS
D 24° HEAVY TRAFFIC MANHOLE
BUR DF 2N IN x / srRUL?roe FRAME & COVER
ISSUED DClOBE.R. 1977
REVISED AUGUST.. 1997
REVISED
PLATE
D-3.05
?pCr ?
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Cli
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a inA
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\ --DIAMOND GRID
A
L I
--{3 J?IIj I L
I I
1
0
0
C

r
i

0
0
a
SLOPE (2 : 1 MAXIMUM)
6 INVERT ELEVATION TO BE AT
,MIN._ THE PIPE END OF ',HE END
SECTION. ELEVATIONS TO BE
NOTED ON CONSTRUCTION PLANS.
s? Ope
/SAME GRADE AS
PIPE INVERT
rC
I
CP iCNAL -? e
CONCRETE FOOTER
Y'
LONGITUDINAL SECTION
D ?•
C B \
PIPE PAY
LENGTH
I
TONGUE END ON INLET SECTION.
GROOVE END ON OUTLET SECTION -' T
SEE NOTE 3.
PLAN
FNl1 1/IGW
C! AS
WIRE
j PROT
' tow
?
l Y<---- \?'
ALTERNATE :
S 4 STONE-FILLED
BASKET CHANNEL
ECTION
GEOTEXTILF
GABION AT OUTFALL
NOTES TABLE OF DIMENSIONS
CONCRETE END SECTION CONCRETE FOOTER
1. END SECTIONS MUST BE
DIAMETER
SLOPE
A B C D
E W
x
Y
REINFORCED TO CONFORM ,
WITH CLASS IV PIPE. i 12" 3:1 a" 2'-0" 4'-03/a"'I 6'-0?/8" 2'-0"? 3'-0" 12 9"
2. CONCRETE FOOTER SHALL BE 15° 3:1 6° 2-3" ' 3-10" 6'-1." 2-6" 3'-6" 12 9"
USED WHEN SPECIFIED ON THE
1B"
3:1 9" 2'-3" 3'-10" ? 5'-1"
3'-0": 4'-0"
12"
9" '
PLANS. COST OF CONCRETE
FOOTER TO BE PAID PER 21 3:1 9" j 3'-0" 3'-1'/2"l 6'-1'/2" 3'-6"', 4'-6° 12" 9"
CUBIC YARD OF MIX NO. 2
CONCRETE FOR MISCELLANEOUS
24"
3:1 19'/2" 13'-7'/2" 2'-6" 6'-1'/2"
4'-0"1 5'-C",
15"
9"
STRUCTURES. REINFORCEMENT
27"
31 10 /2 4 -1 /2" 2'-0' 6 -1 /2 .
4 -6"? 5 6
15° '
9"
TO BE4 BARS 30" 31 1'-0 4'-6" 1 17 Yi 1 6'- 13/4 5-0"1 6 0 .
15" 9"
3.PREFERRED USE OUTFALLS ONLY -

36"

3.1 1'-3 5'-3" 12-10'/4-I 8-1 /4
Y4"

6'-0"' 7 3°I

15
L

9"
EXTRA CARE MUST BE TAKEN TO
PROTECT ADJACENT SLOPES FROM 42° 3:1 s
eR 1-9-'1 5'-3"'', 2'-11" 8'-2'
6'-6"' 7'-9"
15"
9"
EROSION WHEN USED IN LIEU OF
A HEADWALL AT THE INLET END
48"
3:1 2'-0" 6'-0" i 2'-2" -2"
7'-0" 8'-6"i
18"
12" '-
OF A PIPE. 54" 2.4:1 2'-3" 5'-5" j 2'-9'4- 8'-2'/4" 7'-F;"" 9'-0" 18" 12"
NOTE: CONTRACTOR HAS OPTION OF F URNISHING END SECTIONS CONFORMING TO DETAILS
ON THIS SHEET OR END SECTIONS CONFORMING TO DETAILS ON PLATE D- 1.10
"P"' VAl. DEPARTMENT )I" PCB[.IC WORKS 1SSUEO11 0C0BER Ien
REVISED. AUGUST. 1991
-- mRro -- STORM DRA1_NAG1', DRTAiLS REVISED.
CONCRETE END SECTION
VU?[o?i3? 7 RRU?G 1 ROUND CONCRETE PIPE D-1.11
j nar: ,
CLEAR CREEKS CONSULTING
1317 Knopp Road, Jarrettsville, Maryland 21084
[phone]

ASPHALT PAVEMENT REPAIR
wm 1-1 oft 1-2
'

1r AWKW PAVEMENT,
?O
9f a a"
E?AL TO
-
MIN. ATEQ OPENING
IN, ll?
E12 MIX) ACE COURSE
PAVEMENT TO OE
SAWED OR NEATLY
utAR
RFA
A
O
T S
C
j -E? MO PAYEMENIi
r+.r.;' DasTm BASE
ASPHAV (NO)
` RASE TO 0
7
SUBORADE 6 MIN )
12' SURORADE
BACKflLL (SEE NOTE)
UNDt$TURM
SOL
PIPE
STABRVATION
RIP REOtIUtED M ENGINES)

CIIM4IClED TO AT IOIt Or 51111III1110AND 094W
wrtoo) T,
Is
BY
A
BE IN
OENSI{1? AND STS STAN CARD
wiw
=M&
_,?Il1E
DEN1111 tt SMALL IIL 110.
CITY OF WINSTON-SALEM
DEPARTNm or PUBM Woo

N.LS, REYgio a-ot-le WPM=
'
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pm mol SHOT.
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ShaHow Marsh
1S4 RipRap Outfall Protection
p^
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Sediment Forebay ?g ropool q a
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155 ? ? ? °1
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14558 111111 z
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Sanitary Sewer fi
-77
RipRap Outfall Protectiop Storm Drain Qa a0..
r Parking Lot f? y A
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Scale:1 in. = 40 ft.
M
CLEAR CREEKS CONSULTING
1317 Knopp Road> jarrettsville, Maryland 21084 [phone] MSON
DATE API THIE w&mom
00201FC1
M1lr
0
0
0
1
1
D

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Sediment Forba
-7153
- ??.154
Shallow Marsh
CLEAR CREEKS CONSULTING
1317 Knopp Road, jarrettsville, Maryland ? 1, 084 [phone]
I
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Shallow Marsh
Scale:1 in. = 20 ft.
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Outfall Structure - Cross-Section
Outfall Structure - Profile
Geoteztile Liner
-?Wl-
RipRap Outfall Protection
F Al

CLEAR CREEKS CONSULTING
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1317 Knopp Road, Jarrettsville, Maryland 2, 084 [phone]
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