MIDDLE PRONG HAMER CREEK

• Engineer's Design Report
for the
• f T?o;,E, North Carolina Department
• "- of Transportation
• -s, Stream Mitigation Project
Project Site
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Middle Prong Hamer Creek
at Haithcock Road
Stream Mitigation Site #17
Montgomery County, North Carolina
Presen t
MMI

a odT• f.
.
irolina Department of Environment and Natural Resources
and
United States Army Corps of Engineers
Prepared For.
North Carolina Department of Transportation
Project Development and Environmental Analysis BI
Presented By: r?
1 .60

Skelly and Loy, LLP
and
Skelly and Loy, Inc.
Engineers-Consultants
July 2002
Revised February 2003
i
L.0
11ENGINEER'S DESIGN REPORT
FOR THE
NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION STREAM MITIGATION PROJECT
PROJECT SITE
MIDDLE PRONG HAMER CREEK AT HAITHCOCK ROAD
STREAM MITIGATION SITE #17
MONTGOMERY COUNTY, NORTH CAROLINA
PRESENTED TO
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
AND
UNITED STATES ARMY CORPS OF ENGINEERS
PREPARED FOR
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
PROJECT DEVELOPMENT AND ENVIRONMENTAL
ANALYSIS BRANCH
PREPARED BY
SKELLY AND LOY, LLP
6404 FALLS OF THE NEUSE ROAD, SUITE 103
NORTH RIDGE BUSINESS PARK
RALEIGH, NORTH CAROLINA 27615
AND
SKELLY AND LOY, INC.
ENGINEERS-CONSULTANTS
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
JULY 31, 2002
REVISED FEBRUARY 10, 2003
?v?
? ?" FEB 1? r
2300006017
TABLE OF CONTENTS
PAGE
1.0 INTRODUCTION ...................................................... 1
2.0 EXISTING CONDITION ................................................. 2
2.1 GENERAL SITE DESCRIPTION ...................................... 2
2.2 LAND USE ................ ....................................... 5
2.3 SOILS .................... ....................................... 5
2.4 WETLANDS ............... ....................................... 7
2.5 GEOLOGY ................ ....................................... 9
2.6 HYDROLOGY ............. ......................................11
2.7 GEOMORPHOLOGY ........ ...................................... 11
2.8 VEGETATION COMMUNITIES ...................................... 14
3.0 REFERENCE REACH ANALYSIS ....................................... 17
3.1 CALIBRATION OF BANKFULL DISCHARGE AT
A U.S.G.S. GAUGE STATION ....................................... 17
3.2 REFERENCE REACH CHARACTERIZATION .......................... 18
3.3 DESIGN REFERENCE REACH ...................................... 19
4.0 STREAM RESTORATION PLAN ........................................ 27
4.1 GOALS AND OBJECTIVES ......................................... 27
4.2 CHANNEL DESIGN ............................................... 29
4.3 HYDRAULIC ANALYSIS ........................................... 36
4.4 PLANTING PLAN .................................................45
4.5 CONSTRUCTION SCHEDULE ...................................... 48
5.0 STREAMBANK FENCING PLAN ........................................ 50
6.0 MONITORING PLAN ..................................................51
6.1 GEOMORPHOLOGY ............................................... 51
6.2 VEGETATION ................................................... 51
6.3 REPORTING .................................................... 52
7.0 MITIGATION VALUE .................................................. 53
7.1 NCDENR MITIGATION CREDIT ..................................... 54
7.2 USACE MITIGATION CREDIT ....................................... 55
8.0 DISPENSATION OF PROPERTY ........................................ 56
9.0 REFERENCES ...................................................... 58
APPENDICES
APPENDIX A - PROJECT DESIGN DRAWINGS
APPENDIX B - EXISTING STREAM REACH DATA
APPENDIX C - U.S.G.S. STREAM GAUGE CROSS SECTION AND RECURRENCE INTERVAL
INFORMATION
APPENDIX D - REFERENCE REACH DATA
APPENDIX E - 40-STEP DESIGN CALCULATIONS
APPENDIX F - HYDRAULIC ANALYSIS CALCULATIONS
APPENDIX G - OPTION AGREEMENT AND DRAFT CONSERVATION EASEMENT
APPENDIX H - HABITAT ASSESSMENT FIELD DATA SHEET
FIGURES
NO. DESCRIPTION PAGE
1 VICINITY MAP ..................................................... . 3
2 SOILS MAP ....................................................... . 6
3 NWI MAP ......................................................... . 8
4 GEOLOGY MAP .................................................... 10
5 WATERSHED BOUNDARY MAP ....................................... 12
6 EXISTING VEGETATIVE COMMUNITIES ................................ 15
7 REFERENCE REACH LOCATION MAP ................................. 23
8 MITIGATION TYPE AND EXTENT ...................................... 28
9 TYPICAL RIFFLE CROSS SECTION .................................... 31
10 TYPICAL POOL CROSS SECTION ..................................... 32
11 PROPOSED STREAM PLANFORM .................................... 34
12 FIRM FLOOD MAP .................................................. 38
13 PLANNED NATURAL COMMUNITY VEGETATION PROFILE ................ 49
TABLES
NO.
DESCRIPTION
PAGE
1 DELINEATED WETLANDS ............................................ 7
2 U.S.G.S. GAUGE CALIBRATION RETURN INTERVALS .................... 18
3 SUMMARY OF U.S.G.S. GAUGE STATION AND REFERENCE REACH
HYDRAULIC GEOMETRY DATA ....................................... 19
4 SUMMARY OF BANKFULL HYDRAULIC DIMENSIONS
FOR ON-SITE CROSS SECTIONS ..................................... 21
5 MORPHOLOGICAL CHARACTERISTICS OF THE PROPOSED,
EXISTING, GAUGE STATIONS, AND REFERENCE REACHES .............. 24
6 CALCULATED STORM FLOWS ....................................... 39
7 SELECTED MANNING'S N VALUES .................................... 41
8 100-YEAR WATER SURFACE ELEVATIONS ............................. 42
9 CHANGE IN WATER SURFACE ELEVATION BETWEEN THE
HISTORIC WATER SURFACE ELEVATION WITH WOODED
FLOODPLAIN AREAS AND THE INDICATED CONDITION FOR
THE 100-YEAR STORM EVENT ....................................... 43
10 CHANGE IN WATER SURFACE ELEVATION BETWEEN THE EXISTING
DOWNCUT WATER SURFACE ELEVATION AND THE PROPOSED
WATER SURFACE ELEVATION FOR THE 100-YEAR STORM EVENT ........ 44
11 PROPOSED PERMANENT AND ANNUAL GRASSES ...................... 46
12 PROPOSED VEGETATION SPECIES ................................... 47
13 MONITORING SCHEDULE ........................................... 52
14 NCDENR MITIGATION CREDIT ....................................... 54
15 USACE MITIGATION CREDIT ......................................... 55
- iv -
GRAPHS
NO.
DESCRIPTION
PAGE
1 REGIONAL CURVES FOR THE
PIEDMONT REGION OF NORTH CAROLINA ............................. 20
2 REGIONAL CURVES FOR THE
PIEDMONT REGION OF NORTH CAROLINA ............................. 22
- v -
1.0 INTRODUCTION
The North Carolina Department of Transportation (NCDOT) contracted Skelly and Loy to
develop stream restoration designs to sere as mitigation for various stream impacts. After a field
view of the Haithcock Road site on May 1 and August 21, 2001, with representatives of the United
States Army Corps of Engineers (USACE), the North Carolina Wildlife Resource Commission,
North Carolina Department of Environment and Natural Resources Division of Water Quality
(NCDENR DWQ), United States Fish and Wildlife Service, and Skelly and Loy, the agencies agreed
that this site was a potential candidate site and that a mitigation plan should be developed. The
mitigation plan described herein will sere as a basis for the agencies to determine whether the
proposed restoration activities at this site will be accepted and to determine the mitigation credits
generated by this work effort.
As a result of the site investigation, the five Best Management Practices (BMPs) which are
listed below were identified to be used as mitigation strategies for the impaired reaches of this
stream.
• New Channel Reconstruction or Relocation
0 Stream Crossings
- • Streambank Fencing
0 Grade Control Structures
0 Revegetation/Riparian Plantings
The first part of this report describes the existing conditions of this site along with supporting data
for U.S.G.S. gauge data and reference reach data and also identifies the stream mitigation plan
along with design calculations for the project. The last part of this report discusses the monitoring
plan and dispensation of property that is required by the North Carolina resource agencies along
with a tabulation of the mitigation credits which are expected to be realized by this project.
- 1 -
2.0 EXISTING CONDITION
2.1 GENERAL SITE DESCRIPTION
The Haithcock Road project site is located approximately 4.2 miles south of Mount Gilead,
North Carolina (see Figure 1, Vicinity Map). The project site is located on the Mount Gilead West,
North Carolina, 7.5 minute U.S.G.S. quadrangle and in Yadkin-Pee Dee Sub-basin 15 (HUC
03040104). The project site is located on private land owned by one landowner - Mr. Danny
McRae. This section of Middle Prong Hamer Creek has been identified by NCDENR DWQ as a
Class C surface freshwater resource supporting aquatic life propagation and secondary recreational
use. Currently, the section of Middle Prong Hamer Creek identified for restoration is substantially
stressed due to cattle impacts and the poor riparian corridor, leading to both poor stream facet
development (riffle/pool sequences) and thermal degradation from lack of tree and shrub cover.
This site was chosen due to instabilities in the localized reach of Middle Prong Hamer Creek
beginning at Haithcock Road and continuing south of Haithcock Road for an approximate 3,000
feet. The site is used entirely for agricultural pastureland. Cattle graze on both banks and within
the bankfull channel, degrading both bed and banks and degrading the overall diversity of stream
facets within the system, such as riffles and pools. The reach of stream beginning south of
Haithcock Road lacks a riparian buffer along the stream corridor due to heavy cattle pressures and
grazing.. It is evident that Middle Prong Hamer Creek has been historically channelized and that
removal of the riparian buffer has occurred due to cattle grazing in order to maximize the acreage
used for agricultural purposes. Cattle pressure and grazing has caused the reach of stream south
of Haithcock Road to downcut, creating a concave longitudinal profile throughout this section of the
project reach and inducing lateral bank scour and erosion. See Photograph Nos. 1 and 2.
-2-
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SKELLY and LOY, LLP I Apr., 2002 1 Figure 1
North Carolina Department of Transportation
VICINITY MAP
Haithcock Road Mitigation Site
Montgomery County, North Carolina
Scale: Not To Scale Job No.: 2300006017
C Raleigh
Charlotte
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A ug usta
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-4-
Photograph No. 1 - Middle F'rong Hamer Creek at approximate Station 6+UU, looking
upstream and northwest toward Haithcock Road. Bank sloughing is evident as well
as the presence of livestock paths on the streambanks.
Photograph No. 2 - Middle Prong Hamer Creek at approximate Station 7+00, looking
upstream and northwest toward Haithcock Road. Impact of livestock on water quality
is readily apparent.

2.2 LAND USE

Montgomery County has a total land area of about 315,000 acres, muc') of which is rural.
• Forests make up 65% of the land, with 12% in the Uwharrie National Forest and 53% in commercial
• timberland. Farms make up about 13% of the County. The primary crops grown are cotton,
soybeans, corn, tobacco, and hay. Montgomery County's largest industry is poultry, producing over
20 million broilers a year. The remaining land area consists of several small towns including
Biscoe, Candor, Mount Gilead, Star, and Troy. The commercial timbering of these forests is
constantly changing the rainfall-runoff characteristics of the watershed and, therefore, flow changes
can be significant.
The predominant land use is agricultural within the project area and immediate vicinity of
the project area. The project area is almost entirely cleared and is utilized as pasture land for the
farm which is operated within the property tract. Land use upstream of the project area is a mix of
•
agricultural fields, hardwood forests, and commercial timber forests.

2.3 SOILS

As there is no soil survey available for Montgomery County, Mr. Steve Evans of the
Montgomery County Soil Conservation Service provided information regarding soils. Mr. Evans
has mapped the area for this site and was able to provide a copy of an aerial photograph with soil
boundaries drawn in as well as a list of brief map descriptions. More detailed descriptions of soils
were obtained from http://www.statlab.iastate.edu/soils/osd (the U.S. Department of Agriculture
[USDA] Natural Resource Conservation Service [NRCS] Soil Survey Division's web page). See
Figure 2 for a copy of the soils map.
According to the information provided, the subject reach of Middle Prong Hamer Creek is

located within two different soil types. The predominant soil type is Tetotum silt loam (54713) which
•
has a 0 to 6% slope range and is rarely flooded. Soils of the Tetotum are very deep and
• moderately drained. These soils form in moderately fine textured fluvial stream terraces or lower
• Coastal Plain sediments. Additionally, the Natural Resources Conservation Service lists Tetotum
silt loam as a prime farmland soil.
I?
The extreme southern tip of the stream within the project site is located in Chenneby silt
loam (4A) which has a 0 to 2% slope range and is frequently flooded. The Chenneby Series

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aithcock Road
percent slopes, frequently
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SKELLY and LOY, LLP Apr .2002 Figure 2
North Carolina Department of Transportation

*
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SO
ILS MAP
Haithcock Road Mitigation Site
Montgomery C ounty, North Carolina

'dot To Scale Job ( o.: 2300006C 17
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consists of very deep, fairly poorly drained, moderately permeable soils that formed in loamy and
silty sediments on floodplains. The Chenneby Series has also been listed as a hydric soil.
According to the USDA-NRCS Soil Survey Division, these soils have been included with the
Chewacla Series. In addition, Mr. Evans indicated that a Chenneby soil in Montgomery County is
typically referred to as a Chewacla soil elsewhere. The Chenneby soil is almost identical to the
Chewacla but it has more silt throughout and is therefore slightly more susceptible to erosion. Mr.
Evans also noted that all soils in the project area generally have 30% or more silt throughout.
2.4 WETLANDS
The wetland delineation study conducted for the site included off-site and on-site methods.
The off-site method involved the review of the U.S.G.S. quadrangle mapping, National Wetland
Inventory (NWI) mapping, and the local soil survey. The field investigation was conducted in April
2001 along a 150-foot corridor of the stream channel on the McRae property. The field
investigation utilized the routine on-site methodology outlined in the USACE Wetland Delineation
Manual, Technical Report Y-87-1 (1987). Vegetation, soil, and hydrology information was recorded
for both wetland and upland habitats present within the project area. The information was recorded
on Wetland Data Forms.
The NWI mapping (Figure 3) identified a PF01A wetland along the stream channel
upstream of the project site. The soil survey identified Tetotum silt loam along the majority of the
stream corridor. Ten palustrine wetland habitats were identified and delineated in the project area.
These ten wetlands are described in Table 1. The wetland boundaries are shown in the design
drawings in Appendix A.
TABLE 1
DELINEATED WETLANDS
WETLAND VEGETATION SIZE (ACRES)
HAI-001 50%PEM-50%PFO 0.733
HAI-002 PEM 0.936
HAI-003 PEM 0.164
HAI-004 PEM 0.060
- -'-005 PEM 0.219
-7-

Meltoa, ro-ve d

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LEGEND PF01A

5. Project Stream
Reach
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Project Outline ?
y
PUBHh-Palustrine,
Unconsolidated Bottom,
Permanentl
Flooded
Diked
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,
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Broad-Leaved Deciduous,
Haithcock Road
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Temporarily Flooded _
PUBHh PUBHh
PF01C-Palustrine, Forested,
ri
Broad-Leaved Deciduous,
Seasonally Flooded

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SKELLY and LOY, LLLP Apr., 2002 Figure 3
North Carolina Department of Transportation
NWI MAP
Haithcock Road Mitigation Site
Montgomery County, North Carolina
F Scale: Not To Scale Jot) No.: 2300006017
0C061 R ar. 1gures Naie mCk.F'cura 3_1M1 "Ng
TABLE 1
(CONTINUED)
WETLAND VEGETATION SIZE (ACRES)
HAI-006 PEM 0.176
HAI-007 PEM 0.018
HAI-008 PEM 0.235
HAI-009 PEM 0.150
HAI-010 POW 0.395
Problem area delineation procedures were used in making the wetland determination
related to the hydric soil criterion. All the soil matrix colors in the wetlands contained a chroma of 3
with strong mottles, including areas of ponded water. Because of the floodplain position, the soils
were evaluated as alluvial soils. Thus, a reduced emphasis was placed on the matrix chroma and
an increased emphasis was placed upon strength of mottling, hydrophytic vegetation, and evidence
of hydrology.
2.5 GEOLOGY
The Piedmont Region consists of well-rounded hills and long-rolling ridges with a
northeast-southwest trend. The Uwharrie Mountains are prominent mountains in the Piedmont
Region. The Piedmont Region is underlain by bedrock mostly formed in the Precambrian and
Paleozoic Eras. Saprolite, which is synonymous with the Piedmont Region and mountain regions,
is a layer of unconsolidated material formed by the weathering of bedrock. Triassic Basins are one
subgroup of the Piedmont Region. These basins were filled with sediments deposited approxi-
mately 190 to 200 million years ago. Streams carried mud, silt, sand, and gravel from the adjacent
f
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tulip poplar (Liriodendron tulipifera), overcup oak (Quercus lyrata), willow
oak (Quercus phellos), and loblolly pine (Pinus taeda). The mid-story
includes red maple (Acer rubrum), American holly (Ilex opaca), flowering
dogwood (Corpus florida), eastern red cedar (Juniperus virginiana), river
birch (Betula nigra), black cherry (Prunus serotina), and loblolly pine (Pinus
taeda). The understory includes vines and shrubs such as Chinese privet
(Ligustrum sinense), giant cane (Arundinaria gigantea), crossvine (Bignonia
capreolata), Greenbrier (Smilax spp.), and poison ivy (Toxicodendron
radicans).
• Piedmont Pine Forest - These mostly upland areas comprise approxi-
mately 20% of the site. The dominant tree species in this area is loblolly
pine (Pinus taeda) with interspersed species of red maple (Acerrubrum) and
sweet gum (Liquidambar styraciflua). Other species include blackberry
(Pubus spp.), Japanese honeysuckle (Lonicera japonica) and poison ivy
(Toxicodendron radicans).
3.0 REFERENCE REACH ANALYSIS
The design approach chosen for this stream restoration/stabilization effort is based on the
principles of natural channel formation outlined in "Applied River Morphology" by Dave Rosgen
(1996). Application of the principles of natural channel formation has resulted in the creation of a
40-step design process for the restoration of impacted stream reaches. This 40-step stream design
methodology results in a competent channel design that is able to safely transport naturally
occurring sediment loads generated by the impacted stream's watershed area while minimizing
local in-stream bank and channel erosion. The 40-step approach uses natural channel formation
principles to provide a stable stream channel, adequate stormwater routing, and improved aquatic
habitat and includes a comprehensive characterization of the existing physical conditions of the
affected stream reach as well as a comprehensive field evaluation of local U.S.G.S. gauge sites
and select reference reach locations. The following sections outline the initial 14 steps of the
Natural Channel Design methodology used to calibrate bankfull channel indicators and to create
localized hydraulic geometry curves necessary for the design process. Calculations relating to
Steps 15 through 40 are discussed in Section 4.
3.1 CALIBRATION OF BANKFULL DISCHARGE AT A U.S.G.S. GAUGE STATION
The first 14 steps in the Natural Channel Design process develop design data from nearby
U.S.G.S. stream gauges and reference reaches. This procedure is necessary to properly interpret
the visual indicators used in defining the stable channel dimensions (referred to as the "bankfull"
channel) which are used in the development of the hydraulic geometry cures. The determination
of these bankfull channel dimensions is first performed at a gauge site where historical stream flow
data are available. Harman, et al. (1999) found that for the Piedmont Region of North Carolina the
bankfull storm event can vary between 1.1- and 1.8-year return periods. The availability of the
historical flow data at U.S.G.S. gauges provides the opportunity to correlate the bankfull channel
elevation with the corresponding storm event which produces this depth of flow in the stream
channel. Proper interpretation of the bankfull channel indicators is confirmed if the return period
for the corresponding storm event falls within this range of return periods.
Based on an on-site inspection of the Norwood Creek gauge near Troutman, North Carolina
(Gauge No. 0214253830) and the Mitchell River gauge near State Road, North Carolina (Gauge
No. 02112360), bankfull stage was determined and correlated to the rating cures for the individual
-17-
stream gauges to approximate the bankfull discharge. Referencing the bankfull flow to the Annual
Peak Flow Frequency Analyses figures found in Appendix C, the associated return intervals were
determined. This information is summarized in Table 2.
TABLE 2
U.S.G.S. GAUGE CALIBRATION RETURN INTERVALS
U.S.G.S. BANKFULL
DRAINAGE RECURRENCE BANKFULL
U.S.G.S. AREA GAUGE DISCHARGE INTERVAL DISCHARGE
GAUGE (SQUARE MILES) HEIGHT (CUBIC FEET (YEARS) (HARMAN, et al.)
FEET PER SECOND
Norwood Creek 7.18 5.87 231 1.1 253.7
Mitchell River 78.8 6.29 2513 1.3 2681
The two referenced gauges were used to validate the data from Harman, et al. (1999). The
return intervals for the two gauges correlate with the principles of fluvial geomorphology (FGM) and
will add confidence in the accuracy of field-determined bankfull stage. The calculated bankfull
discharges for each gauge agree well with the North Carolina State University (NCSU)-derived
values in Table 2 and provide further validity to the design process.
3.2 REFERENCE REACH CHARACTERIZATION
Hydraulic geometry information was also developed from nine additional reference cross
sections to supplement the work completed by NCSU in the development of a set of Piedmont
regional curves for the Haithcock Road project site. Three reference cross sections were located
on Big Town Creek, two each on Little Rocky Creek and an unnamed tributary (UT) to Hamer
Creek, and one each on Flat Lick Creek and an UT to Cedar Branch Creek. All nine reference
cross sections are located within the Piedmont Region.
These nine reference cross sections are within the vicinity of the Haithcock Road project
site and are considered to be unimpaired stream reaches. At each reference cross section, a
comprehensive characterization study using the stream classification system developed by Rosgen
(1994) was performed. The cross-sectional analyses performed for each reference cross section
are included in Appendix D and summarized in Table 3.
-18-
TABLE 3
SUMMARY OF U.S.G.S. GAUGE STATION AND REFERENCE REACH
HYDRAULIC GEOMETRY DATA
REFERENCE
REACH BANKFULL
DEPTH
(FEET) BANKFULL
WIDTH
(FEET) BANKFULL AREA
(SQUARE FEET) DRAINAGE AREA
(SQUARE MILES)
Norwood Creek 2.94 33.4 98.0 7.18
Mitchell River 4.72 76.4 361 78.8
Big Town Creek 1 3.0 17.4 52.6 7.48
Big Town Creek 2 1.8 26.3 47.0 6.23
Big Town Creek 3 1.5 19.1 29.3 4.24
Flat Lick Creek 1.8 12.7 23.0 1.05
UT to Cedar Branch Creek 0.5 14.5 6.70 0.25
Little Rocky Creek 1 1.0 15.3 15.6 0.98
Little Rocky Creek 2 1.1 14.2 14.9 1.0
UT to Hamer Creek 1 0.8 19.5 16.4 1.32
UT to Hamer Creek 2 0.8 15.6 12.7 1.32
The information obtained from the 11 reference cross sections was plotted on the Piedmont
Region hydraulic geometry curves with 95% confidence intervals developed by NCSU and is shown
in Graph 1. This information includes the bankfull dimensions: bankfull cross-sectional area (ABKF),
bankfull width (WBKF), and bankfull mean depth (DBKF). The 11 data points show good correlation.
In addition, all of the hydraulic geometry reference points fall within or on the 95% confidence
intervals developed by NCSU and close to the NCSU Piedmont regional curve which increases
confidence in the design process.
3.3 DESIGN REFERENCE REACH
The Middle Prong Hamer Creek reference reach (upstream of Haithcock Road) was used
in the 40-step design process to design the E4 stream type. The design bankfull cross-sectional
area was determined by developing cross sections in both the upper and the lower portions of the
project (Segments 1 and 3) as described in Section 2.7 (Geomorphology). Within the lower section
of the project where the stream was channelized, the stream system over time developed a fairly
stable bankfull channel, which is consistent with a number of cross sections completed. These
-19-
GRAPH 1
Regional Curves for the Piedmont Region of North Carolina
Note: Regression lines are based on NCSU data (Harman et al. 1999)
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4.0 STREAM RESTORATION PLAN
4.0 STREAM RESTORATION PLAN
The stream restoration plan for this site will include the implementation of multiple Best
Management Practices (BMPs). These BMPs include implementing streambank fencing with a
riparian planting plan along 2,007 feet of a Priority 1 stream restoration (referred to as Segment 2
on the design drawings in Appendix A). There are an additional 1,375 feet of streambank fencing
and riparian planting proposed on the right streambank north of Haithcock Road (Segment 1) and
another 1,190 feet of streambank fencing and riparian planting on the right streambank downstream
of the Priority 1 stream restoration (Segment 3). The Priority 1 stream restoration involves
elevating the streambed invert to a stable designed stream channel elevation and re-uniting the
stream with the floodplain from which it has departed. The 40-step Natural Channel Design
Methodology (Rosgen, 1996) was used as a step-wise procedure for the restoration of this
approximate 2,007 linear-foot reach of Middle Prong Hamer Creek. The development of a regional
curve and the classification of the existing stream reach compose the first 14 steps of the design
methodology and are outlined in Section 3 of this report. See Table 5 for a summary of the fluvial
geomorphological characteristics of the proposed, existing, gauge site, and reference reaches.
See Figure 8 for a schematic representation of the various BMPs on an aerial photograph of the
project.
Stream restoration for the Haithcock Road site will include the relocation, elevation, and
reconstruction of the stream to restore the natural dimension, pattern, and profile. The natural
meander geometry of the stream will be restored which, along with the relocation of the stream, will
serve to add stream length.
Existing tree and shrub vegetation will be maintained where possible. Further details on
the planting plan are discussed in Section 4.3.
4.1 GOALS AND OBJECTIVES
The goals for the stream restoration project at the Haithcock Road site are to construct
approximately 2,007 linear feet of new stream channel south of Haithcock Road using the principles
of fluvial geomorphology, to provide an additional riparian corridor north of Haithcock Road with an
intensive riparian planting plan, and to implement streambank fencing along the entire reach of
stream that passes through Mr. McRae's property to exclude livestock from the riparian area. This
design will provide a stable dimension, pattern, and profile channel that can be self-maintaining and
-27-
'),vg Mara 0 `23000MRa or =igores;uaitncoc?`F',ure 3_MTE.me
provide habitat for aquatic wildlife. The stream restoration plan will also reduce streambank erosion
potential with the implementation of an aggressive planting plan. This intensive planting plan will
increase the root mass and root density within the streambanks providing increased streambank
stability. As part of the restoration plan, any existing vegetation that can be salvaged during
construction will be marked and transplanted as part of the stream channel construction process.
4.2 CHANNEL DESIGN
General site limitations were considered in order to determine the type of channel to be
constructed. The side slopes of the valley have a gentle slope, converge in the center of the valley,
and provide a broad level area for the establishment of a floodplain. The valley of the project site
most closely resembles the Valley Type VIII described by Rosgen (1996). These valleys are
associated with wide, gentle valley slopes and well-developed floodplains adjacent to the stream.
Such valleys are conducive to both C and E stream types. The stream type selected for this design
effort is a low sinuosity E. An evaluation of the reference reach selected forthis project reveals that
it is an E stream type with low sinuosity and provides confidence in the selection of the E stream
type for the proposed reach.
The composite pebble count of the reference reach shows a D50 of 28.5 mm, which lends
itself to the gravel or "4" designation for the stream type. The composite pebble of the project
reach, even though impacted, shows a D50 of 14.5 mm, which also supports the gravel or "4"
designation for the proposed stream type.
4.2.1 Hydrology
The upstream limit of work for Segment 2 corresponds to a drainage area of 1,363 acres
(2.13 square miles), and the downstream limit of Segment 2 corresponds to a watershed drainage
area of 1,536 acres (2.40 square miles). These areas were determined from U.S.G.S. 7.5 minute
quadrangle maps. The upstream drainage area (2.13 square miles) was used as the basis for the
design process.
-29-
4.2.2 Dimension
The dimension of the proposed reach of Middle Prong Hamer Creek is based on the stable
existing cross sections taken from the project area. The average bankfull cross-sectional area of
Section 017-004, and Cross Section Nos. 1 and 3 from the reference reach were found to be below
the NCSU Piedmont regional curve developed by Harman, et al. but within the 95% confidence
limits. An evaluation of the three mentioned cross sections shows a strong correlation of bankfull
cross-sectional area and width to depth ratios. Therefore, in order to take local minor deviations
from the regional bankfull geometry curves into account, the cross sections from the stable reaches
of Middle Prong Hamer Creek were used for the design of the bankfull cross-sectional area. The
Middle Prong Hamer Creek reference reach was used for the design of the bankfull width and
bankfull depth. See Appendix E for the 40-step calculations, and refer to Figures 9 and 10 for
typical riffle and pool cross sections within the full restoration portion of the project. In order to
verify that the initially calculated mean depth was appropriate, the critical dimensionless shear
stress was calculated using the appropriate size of pavement and sub-pavement particles that are
expected to be moving through the stream system. Using the width-to-depth ratio alone from the
reference reach calculates a mean depth that is insufficient for mobilization of the sub-pavement.
Therefore, the bankfull mean depth was adjusted to provide a mean depth which predicts a
balanced sediment transport condition. More details on the sediment transport are discussed in
Section 4.2.5.
As a result of the 40-step calculations, the proposed bankfull cross-sectional area is 27.1
square feet, the proposed bankfull width is 11.8 feet, and the mean bankfull depth is 2.30 feet. The
maximum depth in the riffles is 3.11 feet, and the maximum depth in the pools is 4.14 feet. These
maximum depths were calculated using the dimensionless ratios from the reference reach. Also
using the reference dimensionless ratios, the pool width has been calculated as 13.5 feet.
4.2.3 Pattern
An important factor considered in determining the design sinuosity was the landowner's
unwillingness to give up any more than an 80-foot wide corridor of land for conservation easement
purposes. When first approached about the project, the landowner requested that the project be
conducted within the banks of the existing stream channel (approximately 30 to 35 feet in width).
Subsequent to further discussions, the landowner then agreed to a 30-foot riparian buffer on each
-30-
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2300006017 SKELLYAND LOY, LLP.
ENGINEERS-CONSULTANTS
OA TF, 6404 FALLS OF THE NEUSE ROAD, SUITE 103
APR. 15, NORTH RIDGE BUSINESS PARK - RALEIGH, NORTH CAROLINA
202 [phone] [phone] FAX[phone]
email: [e-mail]

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GRAIN SIZE DISTRIBUTION TEST DATA Test Nt t . 4
-------------------------
R te?- 12/19/02
je t No.= LAB NO. 1
--------------------------------------------------------------------------------
Sample Data
?__.?____..... ?. ..._ ._.._.. ._..._- ._--___._ .. _-...---...-._..___-._..__...----......-..__--._-......_._._....._«.__-.....------_..-Y.._..._----_..__
at i on of Sample: SEGMENT 2
U p 1 e Description: SUBPAVEMENT
S class: - Liquid limit:
?SHTO Class: Plasticity index;
------------------------------------------------------------------------------------------
Notes
-- a ---__-__-----------------------
-g.mar No.. 15
-------------------------------------------------------------------------------------
Mechanical Analysis Data
-----------------------------------------------------------------------------
Initial
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Sieve Weight Sieve Percent
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Fractional Components
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GRAIN SIZE DISTRIBUTION TEST REPORT
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MATERIAL DESCRIPTION USCS AASHTO
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Project No.: LAB NO. 15
Project: HAITHCOCK ROAD
3 Location: SEGMENT 2
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Lower Mike
From: Wood Melissa .
Sent: Thursday, February 06, 2003 5:02 PM
To: Lower Mike
Subject: FW: ref. reach
-----Original Message-----
From: Ken Averitte [mailto:[e-mail]]
Sent: Thursday, February 06, 2003 5:02 PM
To: John Hennessy; melissa wood; [e-mail]
Subject: ref. reach
John,
On Jan. 15, I went back to Montgomery County and met Melissa Wood of Skelly and Loy to
look at another reference reach for the Ellerbe by-pass project. This particular site was
off Haithcock road, south of Mt. Gilead on the Middle Prong Hamer Creek. This is several
hundred yards upstream of the actual restoration site, on the same creek. To me, this site
is an improvement on the first site we looked at. The banks appear more stable in the
section they're now considering, and the stream slope and bed material seem to be more
consistent with what the project reach would be. It may not have quite as much meander as
the first site, but the particular study segment seems sufficient for reference. It was
deceiving at first (looked almost channelized
downstream) but the actual reference reach seems to be in its natural state. If you need
any additional info on this or if I can help in any way, please let me know. KA
Riffle Cross Section 3 at Station 169
100

CU 95
°
ai
w
90 .
10
I I I i I I I ! I ? ? 1 : i I : I I
__?__________r_
1r_-1-_7
1 j I ? I I ! 1 ? I I I
----------- ---- - --- --- -1-- -------------- ?--L- -------
-- -------------- ------- ------- ,--- ----------------- -------
-- -:..- - - - - ---- - ---- -- --- ---- -- - --- -
1 I I : 1 I ? I ! ? I
I I
15 20 25 30
Width from River Left to Right (ft)
35
dimensions
28.5 x-section area 2.09 dmean
13.6 width 16.1 wet P
2.83 d max 1.77 hyd radi
3.29 bank ht - 6.5 w/d ratio
0.0 W flood prone area 0.0 ent ratio
TT 91.05 1
91.26
91.28
91.44
92.83
94.33
94.56
93.08
93.74
hydraulics
5.7 velocity (ft/sec)
163.5 discharge rate, Q (cfs)
0.79 shear stress ((Ibs/ft sq)
0.64 shear velocity (ft/sec)
5.316 unit stream power (lbs/ft/sec)
0.49 Froude number
9.0 friction factor u/u'
50.7 threshold grain size (mm)
check from channel materia('
0 measured D84 (mm)
0.0 relative roughness 0.0 friu.;actor
0.000 Manning's n from channel material
Pool Cross Section 4 at Station 375
95
G
90
LLJ
85 .
30
---- --r- -r-------r-
i -- T
r- ------ ------.-- r- - --
_i_ - L
- - - - - - - - - - - - - - - -
7 7
35 40 45
Width from River Left to Right (ft)
section:
Pool
Cross Section 4 at Station 375
description:
height of instrument (ft):
omit distance FS
notes pt. (ft) (ft) elevation
92.76
92.32
91.55
91.04
89.33
88.71
• 88.77
r 88.54
?50.44
88.44
88.69
90.2
90.46
90.56
91.03
92.07
92.15
92.03
91.55
FS FS W fpa
hankfuII top of bank (ft)
EM -
92.07 92.07
50 55
channel Manning';
slope (°o) "n
dimensions
37.0 x: section area 2.35 d mean
15.8 width 19.4 wet P
3.63 d max 1.91 hyd radi
3.63 bank ht wld ratio
9-8 W flood prone area 8 9 ent ratio
hydraulics
8-9 velocity (ft/sec) -
8 8 discharge rate, Q (cfs)'
0.00 shear stress ((Ibs/ft'sq)
0.00 shear velocity (ft/sec)
0.000 unit stream power (lbs/ft/sec)
8:99 Froude number
8 9 friction factor u/u'
8 8 threshold grain size (mm)
check from channel material-
9 measured D84 (mm)
8 9 relative roughness 8 fric. factor
888 Manning's n from channel material
and Loy Inc. 301 766 4190 01/14/03 05:21P P.002
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GRAIN SIZE DISTRIBUTION TEST DATA Test No.: 5
IL¦-----------___.-------__-------------_--_.--------.--------------------------------------
te.. 1/31/03
1 o e t N.= LAB N. !A
' of e ct
--- --- - - -----
Sample Data
I c at i on of Sample: PAVEMENT ?AA,-(-kKce ck- Elk.
I Imp l e Descriptions LARGE ROCK NOT INCLUDED
CS Class's Liquid limits
SHTS Clases Plasticity index=i
------------------------------------------------------------------------
Notes
--------------------------.
marks.
I+ . No. 14
-----------------------------------------------------------------------------
Mechanical Analysis Data
U----------------------------------------•--------------------------------------
init ial
y sample and tare= 531.20
f ire 0.00
y =ample weight - 931.20
j ' eve tare method
Sieve Weight Sieve Percent
retained tare finer
3 inches 0.00 0.00 100.0
inches. 154.40 0.00 83.
a?
i inches ter) 0.00 32.7
0.75 inches 14S.80 00 1G. E,
0.5 inches 109. 00 t.). 00 4.'
# 4 41.80 0.00 0.4
# 8 to. 8c) (). 00 ). i
0 1 G 1.10 0.00 0, C,
----------------------------------------------------------------------------------
Fractional Components
--------------------------------------------------------------------------------
+ .- in. - 0.0 % GRAVEL = 99.9 SAND - 0.1
JU5- 52.24 r D5"- 31.9% DSO= - 24.3781 D15- 18.28100 Lid.- 15.84893
-- 1.0328 c 2.2909
GRAIN SIZE DISTRIBUTION TEST REPORT
e e d
100
70
s0
70
Z 60
H
LJL
F- 50
w
c-)
W 40
d.
30
20
10
0
b N .? M ? M s s i ? i ? i

1 11 1 1 4
. . . .

200 100
10
10.0 1.4 0.1 0.01 0.00
GRAIN SIZE - mm
+75... % GRAVEL Y. SAND Y. SILT % CLAY
0.0 99.9 0.1

LL PI Da5 D60 D50 D30 D15 D10 Cc Cu
0 52.24 36.31 31.99 24.378 18.251015.5489 1.03 2.3
MATERIAL DESCRIPTION USCS AASHTO
LARGE ROCK NOT INCLUDED
Project No.: LAB NO. 1A Remarks:
Project:
O Location: PAVEMENT
(Date: 1e31?03
GRAIN SIZE DISTRIBUTION TEST REPORT
Figure No.14
GRAIN SIZE DISTRIBUTION TEST DATA Test No. t E
--------------------------------------------------------------------------------
=el 1/31/03
---ject No. LAB NO. 2
HA I THE= UCK ROAD REFERENCE
----------------------
----------------
FF- Sample Data
------------------------------------------------------------------------------
I fFat i+_+n of Sample: SUDF'AVEMENT
.
'wipla Description.
-- Class Liquid l ilTii0
I?PI:TO Cla_si Plasticity index
Notes
---- -----------------------------------------------------------------------
wMarkst
I. No.. 14
-----------------------------------------------------------------------
Me!_hani+_al Analysis Data
initial
sample and tare= 1829.60
lie 0. 00
sample weight _ 1829.60
gple split on number 4 sieve
it sample data= _ 177.7
:=ample ai +d tare -' 177.7 Tare ')
- Sample weight ^•• I fe tare method

ie a Weight
retained
inches 0.{_)S_)
inches 385.90
x).75 inches 190-10
.D.5 inches 204. 30

8
63.70
3 CD 27. 30
5 C., 5.60
100 1.20
200
-
---------- 0. E-Cz
---------
---------------------------
in. . 0.0 % GRAVEL
-tiNES _ 1.7
Sieve Percent
tare f ine-!.-
0. t_)Ci 100. {_+
(D. 00 7E3.'---j
(D. O(! SE 3. t_
CD. CDC) 51'.3
0.00 34.7
0. 00; 2 t_' . _
0.00 B.5
(D. 00 0 l_ . 1

CD. t)C) a r
0 . (_`0
--- 1.7
-------------------------------------------
-----
Fractio nal Components
8
S 2. Ey It SAND = 15.
30. 20 D60= 14. 125 D50= 9.333
3.7584 D15= 1.75792 D10= 1. 3182E
lit 10. 7586 Cu = 10.7152
100
70
80
70
w 60
M
F- 50
W
L)
W 40
IL
30
20
10
GRAIN SIZE DISTRIBUTION
01 : i I I:
200 100
TEST REPORT

10. ?i ?. •??
10.0 1.0 0.2
GRAIN SIZE - mm
}+75.. X GRAVEL V. SAND X SILT ! CLAY
0.0 82.5 15.8 1.7

O
LL PI D85 D60 D50 D30 D15 D10 Cc Cu
4 30.20 14.13 9.33 3.758 1.7579. 1.3183 0.76 10.7

MATERIAL DESCRIPTION USCS AASHTO
t?
Project No.: LAB NO. 2
Project: HAITHCOCK ROAD
O Location: SUBPAVEMENT
Dat e : 1--,3 1 z03
REFERENCE Remarks:
GRAIN SIZE DISTRIBUTION TEST REPORT
- -
Figure No.14
MfKIfE=LLYsaNOitiOY, Pric_
E NGNEERS - GONSLJ LTA NTS
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone].800-892-6532
FAX[phone]

Subject"yc oc-*- Job No. j
Sheet No. of
4 C T-F CCU Drawing No.
Computed by t\,A Checked by Date
At
L/s ? try La ?? -- ?- Ab = 2.4 0 /,1 4
z u P c-r"- -K t? .
E D = :2, :1?3

-74
? ?irr ?t'4. lc?t ?.rJ jam- f '7 .
17
1?i? 21 •'?' 3 ???}o. 6?
USt tromp = .13 --- A-, 21,E (2,/o,bS

1. O, (p rc

s G; - 2

Ae, (Ac ? = Z?. S
L<EL-L_1?.?a?eo[_C3 Y?
EN G1NEER9 - CONSULTANTS
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone].800-892-6532
FAX [phone]
Subject i't ?t t K Cc c icwe? Job No.
Sheet No. L of 85
D C-r L cs Drawing No.
Computed by M L- Checked by Date L` , -o
I r r C5 ? - -Tc, L_e c.t,, nn=1- rrL ii*t'rc c. c o., z?
R>41 bw?" F? v L- ) r- '?' I s u s !? b ,

t..?s r' dC- Nfc_ -A? ?o ! 4 i /?/?3z. Cv ?E r'S D. (o ?a
: 6165
(, l 5

M F< E=- _iLY.4n, L-OY, init.
EN GNEERS-CONSLILTA NTS
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone] - 800-892-6M2
FAX [phone]
Subject p'l <1rc ?o c k Job No.Z360006017
Sheet No. 3 of
Drawing No.
Computed by Checked by Date

R / Z7 i Sr / 1-3,5 F 7

OWA
- ?,SG ?? \0 30 _ ?. S76 (2`l3?a.3o ' 19? ??z (qmt

/t,J•t ?d = o.0 a3? -0,672
50
ly .1
flea o, -"Ke ?Avt,--4 uj- r = 3 Z ,-'M t ` = o . i osFz
1 i ?. 4"'?
$? - b5b v? ?f„?, ? I?Pttvir+ t.i•1T - `3 . '? rn 1??ti-? I F t = 0 a 3 ? FT 1-2
L?4 = ©, 053d' ?2 r?? _°'872 D, a2S
V
XPPR-oyc, r-A-z'f-L t' C (S -+" 0,00520 FT-/FTC-10 15 F") - ,?? FT ?( Ss car ?u, ?J
L
Q CQ 5 0 F`?'`
S i{ E LLYs.?o Ll?Y? ?NC_
ENGINEERS • CON9I..ILTA NTS
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone].800-892-6532
FAX[phone]
Subject Job No. Z5?-a17
Sheet No. -* of
'40 set Q CALCS Drawing No.
`C
Computed by 6- L Checked by Date-2---WA'

VS ! met d Sa ?" fie, 0.5 3 i?5
0.5 3 LB?S? = 2.83 FT
z,?
T? P ??? ?- S Pt.LTt w.1 U S n!4 ln/ (?, 5 FT ?6 = 2- o o I FT
?F`esw ?krb c ?A4tvc o-F Z7. 1 /?`JI Z6 = 7e F?`
t?14c c C-K YlE-(,b-S Z'? = tG21? Lb/Fr ? l I?,S P7z (o, 00--0 FT/-F-6
LB?? MM

Q 50 of- s? $ - ??v?-r (<_ C, =
yc., w J L'L' TT:3o?r
Fb-R- M f (k? pp, i-o sf'? DE -,h Wl i..t_. &E "-x: USMit -r o
iU??-aPoS? ,?''l3kl 2.3o FT
---- - --?
is

E3KELEsY.o.ra oLC:3 Y? iric_
ENGN EERS - GON56J LTA NTS
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone].800,892-6532
FAX[phone]
Subject M 4-(i K cdc_k- kz'kL Job No. 23 6000 (- 017
Sheet No. Z7 of
D S-(P Drawing No.
Computed by ME L' Checked by Date
2- V 6 Lc c,

S-C£f Mix r N+ v M ? cl c.? 2) EP-rp
C, 5)(2, 30 rrT)
x
Pick
?ax ' 3 • ? ? FT-
S T IMP 22 'VJ D K Of ?J-"

23
WILL, ?.v+ ? 7?? l EA- t £csfvf - A41 Ni f"?v M
0`F- F-?- = 3, d l,'t L l kd5",

v/s6 C?f 8
A- z DDS t:N-a off- P c ;? ,- =- 29 3.2 3

1778 P
L?,rn '- k - G,cxa f F- (,
SAM
Zoo l
[KELLIr,4NOL?lP, iri
ENGINEERS -CONS U<_TA NTS
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone].800-892-6532
FAX[phone]
Subject Job No. Z?S00'110416(7
Sheet No. 4:;. of
ur Drawing No.
Computed by Checked by Date

70 T= 1 F7

RG Cz.o)C(4.S)
Ey:==
S- co- E Et,T W ? P-, \K

42

•..... = ?. ` - 'Z=7/1770'

?FCELL?ANOLC3Y, i?c_ Subject Job No. 73 °O?'
ENGINEERS • CON8IJ LTA NTS
Sheet No. 7 of
2601 NORTH FRONT STREETG _' .`.
HARRISBURG, PENNSYLVANIA 17110 Drawing No.
[phone].800-892-6532 Computed by ?- Checked by Date
FAX [phone]
r., 1

= ( 62")? 1, ?6 fit)( D. 04) 3
C-
F??c O v i I z ?-`ZC7 rn
T
(0, 0 0 -To
S400 , ` . 66Ct (o O , 0G o - P7-(/F--r

liFet;Ls` (I ,S? 00 J
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ENGINEERS - CONSUL-r. ."TS
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone].800.592-6532
FAX [phone]

Subject Job No. 4r?'- t
Sheet No. 6 of
cAi-cs Drawing No.
-??? _D
Computed by ?? l-- Checked by Date
h,

?10 0Ll SPA," -- (2'( ;0 5.3?(f1.8)
4Z? ?ol
L
Entrainment Calculation Form
Stream: M ddle. Prong Mi &Creek ' Reach:,Segrn'ent 1 ( eJerence , `°
Date: Obsen ers: 1V1 71 .-
Critical Dimensionless Shear Stress
t,; = 0.0834(d;/d50)-0'872

Value Variable Definition
w 32 d; (mm) D50 Bed Material (DSO from riffle pebble count)
9.3 d50 (mm) Bar Sample D50 or Sub-pavement D50
0.028 te; Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment of Largest Particle in Bar Sample:
dr = (t,i*1.65*D;)/Se
1.65 = submerged specific weight of sediment
Value Variable Definition
0.028 tCi Critical Dimensionless Shear Stress
- 0. 1542 D; (ft) Largest particle from bar sample
0.00714 Se (ft/ft) Existing Bankfull Water Surface Slope
1.0 dr (ft) Bankfull Mean Depth Required
2.0 de (ft) Existing Bankfull Mean Depth (from riffle cross section)
2.0 d? dr Ratio of Existing Mean Depth to Required Mean Depth
Check one: ? Stable de/dr = 1 ? A radin de/dr < 1 0 Degrading de/dr > 1
Bankfull Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample:
Sr = (t(!i*1.65*Dj)/de
1.65 = submerged specific weight of sediment
Value Variable Definition
0.028 te; Critical Dimensionless Shear Stress
0:1542 D; (ft) Largest particle from bar sample
2 de (ft) Existing Bankfull Mean Depth (from riffle cross section)
0.0036 Sr (ft/ft) Bankfull Water Surface Slope Required
2.0 SA Ratio of Existing Slope to Required Slope
Check one: ? Stable Se/Sr = 1 ? A radin (Se/Sr < 1 El Degrading Se/Sr > 1
Sediment Transport Validation
3 Largest Particle in Bar Sample Di (mm)
1 . Hydraulic Radius (ft)
0. ? Bankfull Shear Stress tc=gRS (lb/ftz) g = 62.4 R=Hydraulic Radius S=Slope

45 to 100 Moveable particle size (mm) at bankfull shear stress (predicted by the Shields
Diagram: Blue field book: p238, Red field book: p190)

0.7 8 Predicted shear stress required to initiate movement of D; (mm) (see Shields Diagram:
Blue field book: p238, Red field book: p190)
After Wildland Hydrology 2001
Entrainment Calculation Form
Stream: Midlle" Prong`Ilamer (?ree Reach' Scument 2 (PROPOSED) t
Dat e ' bsen,ers: , N'S,,MRW.- `
Critical Dimensionless Shear Stress
td = 0.0834(di/d50) 0.e72

Value Variable Definition
? d; (mm) D50 Bed Material (DSO from riffle pebble count)
9,3 d50 (mm) Bar Sample D50 or Sub-pavement D50
0.028 te; Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment of Largest Particle in Bar Sample:
dr = (tci*1.65*Di)/Se
1.65 = submerged specific weight of sediment
Value Variable Definition
0.028 tai Critical Dimensionless Shear Stress
Q, 542 Di (ft) Largest particle from bar sample
0.0031 Se (ft/ft) Proposed Bankfull Water Surface Slope
2.3 dr (ft) Bankfull Mean Depth Required
2.3 de (ft) Proposed Bankfull Mean Depth (from riffle cross section)
1.0 de/dr Ratio of Proposed Mean Depth to Required Mean Depth
Check one: EZ Stable de/dr = 1 ? A radin de/dr < 1 ? Degrading de/dr > 1
Bankfull Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample:
Sr = (t,1*1.65*Di)/de
1.65 = submerged specific weight of sediment
Value Variable Definition
0.028 tc; Critical Dimensionless Shear Stress
0.1542 D; (ft) Largest particle from bar sample
2.3 de (ft) Proposed Bankfull Mean Depth (from riffle cross section)
0.0031 Sr (ft/ft) Bankfull Water Surface Slope Required
1.0 Se Sr Ratio of Proposed Slope to Required Slope
Check one: 21 Stable Se/Sr = 1 ? A radin Se/Sr < 1 ? De radin Se/Sr > 1
Sediment Transport Validation
47 Largest Particle in Bar Sample Di (mm)
1,9 Hydraulic Radius (ft)
7 Bankfull Shear Stress t,=gRS (lb/ft) g = 62.4 R=Hydraulic Radius S=Slope

20 to 60 Moveable particle size (mm) at bankfull shear stress (predicted by the Shields
Diagram: Blue field book: p238, Red field book: p190)

0.71 Predicted shear stress required to initiate movement of Di (mm) (see Shields Diagram:
Blue field book: p238, Red field book: p190)
After Wildland Hydrology 2001
Velocity Comparison Form
Class
Date Team
Stream Haithcock Reference Reach Location U/S of Haithcock Road
Input Variables Output Variables
Bankfull Cross
Sectional Area (ABKF)
26.7 Bankfull Mean Depth
DBKF = (ABKF/WBKF)
2

Bankfull Width (WBKF)
13.3 Wetted Perimeter (WP)
(-(2*DBKF)+WBKF)
17.3
D84 (Riffle) (mm) 51 D84 (ft) (mm/304.8) 0.167322835
Bankfull Slope (S)
(ft/ft)
0.0071 Hydraulic Radius
(ABKF/WP)
1.543352601
Gravitational
Acceleration (g)
32.2 R/D84 (use D84 in
FEET)
9.223801428
R/D84, u/u*, Mannings n
u/u* (using R/D84: see Reference Reach Field Book: pl88, River Field Book: p233) 8.3
Mannings n: (Reference Reach Field Book: pl89, River Field Book: p236) 0.031
Velocity: (from Manning's equation: u=1.49R'"S"/n) 5.408753482
u/u*=2.83+5.71 ogR/D84
u*: u*=(gRSf ` 0.594004437
Velocity: u=u*(2.83+5.7logR/D84) 4.948049055
Mannings n by Stream Type
Stream Type E4
Mannings n: (Reference Reach Field Book: pi 87, River Field Book: p237) 0.032
Velocity: (from Manning's equation: u=1.49112"S"2/n) 5.239729935
Continuity Equation
QBKr (cfs) from regional curve or stream gage calibration 153
Velocity: (u=Q/A or from stream gage hydraulic geometry) 5.730337079
After Wildland Hydrology 2001
Velocity Comparison Form
Class
Date Team
Stream Middle Prong Hamer Creek Location Proposed Reach
Input Variables Output Variables
Bankfull Cross
Sectional Area (ABKF)
27.1 Bankfull Mean Depth
DBKF - (ABKF/WBKF)
2.3

Bankfull Width (WBKF)
11.8 Wetted Perimeter (WP)
(as designed)
14.3
D84 (Riffle) (mm) 51 D84 (ft) (mm/304.8) 0.167322835
Bankfull Slope (S)
(ft/ft)
0.0031 Hydraulic Radius
(ABKF/WP)
1.895104895
Gravitational
Acceleration (g)
32.2 R(use D84 in
FEET)
11.32603867
R/D84, u/u*, Mannings n
u/u* (using R/D84: see Reference Reach Field Book: pl88, River Field Book: p233) 8.5
Mannings n: (Reference Reach Field Book: pl89, River Field Book: p236) 0.03
Velocity: (from Mannings equation: u=1.49R"" S 12 /n) 4.234817472
u/u*=2.83+5.7logR/D84
"s 0.434936053
u*: u*=(gRS)
3.844071325
Velocity: u=a*(2.83+5.7logR/D84)
Mannings n by Stream Type
Stream Type E4
Mannings n: (Reference Reach Field Book: pi 87, River Field Book: p237) 0.032
Velocity: (from Mannings equation: u=1.49R'S _/n) 3.97014138
Continuity Equation
QaxF (cfs) from regional curve or stream gage calibration 153
Velocity: (u=Q/A or from stream gage hydraulic geometry) 5.645756458
After Wildland Hydrology 2001
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ENGINEERS • CONSULTANTS
2601 NORTH FRONT STREET
HARRISBURG, PENNSYLVANIA 17110
[phone].800.892-6532
FAX [phone]
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HARRISBURG, PENNSYLVANIA 17110
[phone].800-892-6532
FAX[phone]
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?`?,?Sf-? ????'?'?°'r?/tom. %.?/?-??G%?c: i fT'? ?? ?/?,!?<<i?
10 to 101 years. Records from gaging stations on the
same stream within the same basin or even in adjacent
basins may be highly correlated because the peak flows
resulted from the same rainfall events, similar
antecedent conditions, and similar basin characteristics.
However, records from other sites, in basins remote
from each other, have varying degrees of correlation. In
general, correlation between pairs of sites can be
described as a function of distance between sites.
Additionally, the reliability of flow estimates that were
used as response variables in this regression is, in
general, a function of record length and, as such, cannot
be considered equal for all sites in the regression.
Variability of the flow estimates, characterized by the
standard deviation of the peak-flow record that was
used to compute the flow estimate, depends in large part
on characteristics of the basin and also cannot be
considered equal for all sites used in the regression. For
these reasons, ordinary least-squares regression was
used only as an exploratory technique in this analysis to
identify the best potential regression models and to
evaluate the proposed regionalization scheme. The final
regression equations were developed by using
generalized least-squares regression techniques.
Generalized least-squares regression, as
described by Stedinger and Tasker (1985), is a
regression technique that takes into account the
correlation between, as well as differences in the
variability and reliability of, the flow estimates used as
dependent, or response, variables. These factors are
accounted for in generalized least-squares regression by
assigning different weights to each observation of the
response variable used in the regression, based on its
contribution to the total variance of the sample-flow
statistic used as the response variable. In contrast,
ordinary least-squares regression assumes equal
reliability and variability in flow estimates at all sites
and no cross-correlation between flow records at all
sites, so that each flow estimate has equal variance and
is assigned equal weight in the regression.
The use of generalized least-squares regression
techniques to model the relations between peak
discharges and basin characteristics of North Carolina
rural basins requires estimates of the cross-correlation
coefficients and standard deviation of the peak-flow
records that were used to compute peak discharges for
the selected recurrence intervals. For each of the three
hydrologic areas, a scatter-plot of sample correlation
coefficients versus distance between sites was
constructed for site pairs with long periods (at least
30 years) of concurrent record. A graphical `best-fit'
line to these points was used to define the relation
between cross-correlation coefficient and distance
between sites. This relation was then used to populate
a cross-correlation matrix for the sites contained in
each area. Variability of each peak-flow estimate is
measured by the standard deviation of the peak-flow
record used to compute that estimate. For each
hydrologic area, a generalized least-squares regression
of the sample standard deviations against drainage area
was used to obtain estimates of the standard deviations
of the peak-flow records at each site. These regression
estimates of the standard deviations were used to assign
weights to flow estimates because they are independent
of the sample standard deviation estimates used to
compute the flow estimate. Finally, length of record at
each peak-flow site was used as a direct measure of the
relative reliability of the flow estimates computed from
those records.
Generalized least-squares regression was used to
evaluate the 1- and 2-variable models suggested by
preliminary ordinary least-squares regression for each
of the three hydrologic areas in North Carolina. The
final regression models in all of the regions relate peak
discharge to drainage area for each recurrence interval
(table 5). The 2-variable model for each region was
tested by using generalized least-squares regression,
and in each case, the addition of a second variable did
not substantially improve the predictive ability of the
model.
Table 5. North Carolina rural flood-frequency equations
[DA, drainage area, in square miles. Result will be in cubic feet per second]
Rural Hydrologic area
flood
recur-
rence Blue Ridge- Coastal Plain Sand Hills
interval Piedmont
(years)
2 135 DA 0.702 64.7 DA 0.613 33.5 DA 0.712
5 242 DA 0.677 129 DA 0.635 55.5 DA 0.701
10 334 DA 0.662 188 DA 0.615 72.9 DA 0.697
25 476 DA 0.65 281 DA 0.593 98.1 DA 0.693
50 602 DA 0.635 367 DA 0'579 120 DA 0.691
100 745 DA 0.615 468 DA 0.566 143 DA 0.688
200 908 DA 0.616 586 DA 0.554 170 DA 0.686
500 1,160 DA 0.605 773 DA 0.539 210 DA 0.684
Estimation of Flood Magnitude and Frequency at Ungaged Sites 11

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9 GPS COORO/NA 1ES (NAD 83)

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ROBERT F, KlLUAMSON
PS 176, PC. 904
Project:00 haithcockrev2.prj
Project Title:? Hamer Creek at Haithcock Road
Project Directory:0 p:\mmb\ras\
Project Plans
Plan
?Title:0Proposed Conditions
? Short ID: 0 Proposed
? File: ? p:\mmb\ras\haithcockrev2.p07
? Geometry:?
Do Title: Proposed
??File: p:\mmb\ras\haithcockrev2.g06
? FIow:?
?oTitle: Steady Flow Data
?oFile: p:\mmb\ras\haithcockrev2.f01
Plan
? Title: 0 Historical-.Existing Overbanks
? Short ID: 0 Histor.exist
? File: 0 p:\mmb\ras\haithcockrev2.p03
? Geometry:?
?OTitle: Historical Conditions••Exist. Overbanks
0?File: p:\mmb\ras\haithcockrev2.g01
? Flow:?
??Title: Steady Flow Data
?0 File: p:\mmb\ras\haithcockrev2.f01
Plan
? Title: ? Existing Conditions
? Short ID: ? Existing
? File: ? p:\mmb\ras\haithcockrev2.p01
? Geometry:?
??Title: Existing Conditions
??File: p:\mmb\ras\haithcockrev2.g03
? Flow:?
??Title: Steady Flow Data
??File: p:\mmb\ras\haithcockrev2.f01
Plan
?Title:OHistoricaI-Wooded Overbanks
? Short ID: 0 Historical•W
? File: ? p:\mmb\ras\haithcockrev2.p04
? Geometry:0
DoTitle: Historical Conditions••Hist. Overbanks
?? File: p:\mmb\ras\haithcockrev2.g04
? FIow:o
??Title: Steady Flow Data
0? File: p:\mmb\ras\haithcockrev2.f01
Current Plan Statistics
Number of:
0 Rivers? 1
D Reacheso 1
? Cross Sectionso 16
?D User Input XSsD 16
D? Interpolatedo 0
DCulvertsoD 1
D BridgesDD 0
D Mulitple OpeningsD
D Inline Weirso 0
? Lateral WeirsD 0
D Lateral Rt Curvo 0
? Storage Areaso 0
? Hydr Connectionso 0

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haithcockrev2.rep
HEC-RAS Version 3.0.1 Mar 2001
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
XXXXXXX 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: Hamer Creek at Haithcock Road
Project File : haithcockrev2.prj
Run Date and Time: 2/6/03 5:37:50 PM
Project in English units
Project Description:
Hydraulic Analysis for Stream Reconstruction
PLAN DATA
Plan Title: Historical-Wooded Overbanks
Plan File : p:\mmb\ras\haithcockrev2.p04
Geometry Title: Historical Conditions--Hist. Overbanks
Geometry File : p:\mmb\ras\haithcockrev2.g04
Flow Title : Steady Flow Data
Flow File : p:\mmb\ras\haithcockrev2.f01
Page 1
haithcockrev2.rep
Plan Summary Information:
Number of: Cross Sections = 17 Mulitple Openings =
Culverts = 1 Inline Weirs =
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
0
0
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Steady Flow Data
Flow File : p:\mmb\ras\haithcockrev2.f01
Flow Data (cfs)
River Reach
2-YR 100-YR
Middle Prong Haml
250 1288
Middle Prong Haml
274 1399
Boundary Conditions
RS 1-YR
17 82
2 89
River Reach Profile
stream Downstream
Middle Prong Haml 1-YR
Normal S = .00253
Up
Page 2
haithcockrev2.rep
Middle Prong Haml 2-YR
Normal S = .00253
Middle Prong Haml 100-YR
Normal S = .00253
GEOMETRY DATA
Geometry Title: Historical Conditions--Hist. Overbanks
Geometry File : p:\mmb\ras\haithcockrev2.g04
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 17
INPUT
Description: Furthest Upstream Existing Section (017-005) --approx.
1320 '
upstream of Haithcock Road
Station Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-47 308.74 3 308.24 10 308.26 17 308.45
19.9 307.93
22.9 306.93 25.9 306.28 29.45 305.93 33 306.28
36 306.98
39 307.93 42 307.55 47 307.41 55 307.5
105 308
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-47 .15 19.9 .032 39 .15
Bank Sta: Left
Contr. Expan.
19.9
.1 .3
Left Levee
Right Levee
CROSS SECTION
REACH: 1
Right Lengths: Left Channel
39
150 150
Station= 16.99 Elevation= 308.45
Station= 39 Elevation= 307.93
RIVER: Middle Prong Ham
RS: 16
Right Coeff
150
INPUT
Description: Existing Upstream Section (017-006) --approx. 1170' up
Page 3
haithcockrev2.rep
stream of
Haithcock Road
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-49 306.65 1 306.15 6 306.54 24 306.27
38 306.3
39 306.3 40 306.19 40.9 306.24 43.9 305.24
46.9 304.59
50.45 304.24 54 304.59 57 305.24 60 306.24
64 306.09
77 305.2 90 305.02 140 305.52
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-49 .15 39 .032 60 .15
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
39 60 630 630 630
.1 .3
Left Levee Station= 5.99 El evation= 306.54
Right Levee Station= 60 El evation= 306.24
CROSS SECTION RI VER: Middle Pro ng Ham
REACH: 1 RS: 15
INPUT
Description: Existing Upstream Section (017-007)--approx. 540' ups
tream of
Haithcock Road
Station Elevation Data num= 17
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-48 304.32 2 303.82 9 303.64 17.4 303.08
19 303.34
20.4 303.42 23.4 302.42 26.4 301.77 29.25 301.42
33.5 301.77
36.5 302.42 39.5 303.42 41 303.5 48 303.19
65 302.96
76 303.24 126 303.74
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-48 .15 20.4 .032 39.5 .15
Bank Sta: Left R ight Lengths: Left Channel Right Coeff
Contr. Expan.
Page 4
haithcockrev2.rep
20.4 39.5 40 40 40
.1 .3
Left Levee Station= 20.39 Elevation= 303.43
Right Levee Station= 40.96 Elevation= 303.5
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 14
INPUT
Description: Existing Upstream Section (017-008)--approx. 500' ups
tream of
Haithcock Road
Station-Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-46 304.59 4 304.09 13 303.46 21 303.74
24:9 303.02
27.9 302.02 30.9 301.37 34.45 301.02 38 301.37
41 302.02
44 303.02 46 303.01 51 303.2 74 302.69
124 303.19
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-46 .15 24.9 .032 44 .15
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
24.9 44 335 335 335
.1 .3
Left Levee Station= 21 El evation= 303.74
Right Levee Station= 50.99 El evation= 303.2
CROSS SECTION RIVER: Middle Pro ng Ham
REACH: 1 RS: 13
INPUT
Description: Existing Upstream Section (017-009)-approx. 170' upst
ream of
Haithcock Road
Station Elevation Data num= 34
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-41 301.18 9 300.68 20 300.28 26 301.28
35 300.37
37.5 300.78 41.3 300.67 44 301.03 46.6 301.49
47.7 301.33
48.3 300.23 48.4 300.29 49 299.35 49.8 298.16
Page 5
haithcockrev2.rep
50.5 297.58
53 297.58 56.4 297.5 58 297.43 58.6 297.26
60.1 297.2
60.6 297.21 61.6 297.5 62.1 298.25 62.8 298.87
63.3 299.67
63.6 300.23 64.3 301.21 65 301.27 68 301.11
72 300.91
77 300.78 84 300.83 93 300.68 143 301.18
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-41 .15 46.6 .032 65 .15
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
46.6 65 70 70 70
.1 .3
Left Levee Station= 46.6 Elevation= 301.49
Right Levee Station= 65.01 Elevation= 301.27
CROSS SECTION RI VER: Middle Prong Ham
REACH: 1 RS: 12
INPUT
Description: Existing Ups tream Section (017-010)- approx. 100' upst
ream of
Haithcock Ro ad
Station Elevation Data num= 23
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-47 301.69 3 301.19 8 301.43 16.5 302.16
17.5 302.03
18.6 301.64 19.4 300.85 20.3 300.18 21.5 299.42
23.3 298.69
25.2 298.28 26.5 297.92 29 297.37 30.4 297.32
31.3 297.17
32 297.01 32.7 297 33.3 298.09 33.7 300.4
34 300.85
34.3 301.05 35 301.55 85 302.05
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-47 .15 16.5 .032 35 .15
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
16.5 35 40 40 40
.1 .3
Page 6
haithcockrev2.rep
Left Levee Station= 16.44 Elevation= 302.17
CROSS SECTION RIVER: Middl e Prong Ham
REACH: 1 RS: 11
INPUT
Description: Existing Upstream Sect ion (017-011)- approx. 60' upstr
eam of
Haithcock Road
Station Elevation Data num= 25
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-47 302.28 3 301.78 6 302.07 9 301.42
13.5 300.21
16.2 299.32 18.6 298.59 19.6 297.95 20.1 297.39
20.9 297
22 296.49 23 295.89 24.8 295.52 26.7 295.28
27 295.25
28.4 295.44 30 295.46 32.4 295.47 34 295.6
35.7 295.89
40 296.57 42.2 297.95 46 298.75 57 299.85
107 300.35
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-47 .15 16.2 .032 46 .15
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
16.2 46 110' 110 110
.3 .5
Left Levee Station= 6.01 Elevation= 302.08
CULVERT RIVER: Middl e Prong Ham
REACH: 1 RS: 10.5.
INPUT
Description:
Distance from Upstream XS = 30
Deck/Roadway Width = 40
Weir Coefficient = 2.6
Upstream Deck/Roadway Coordinates
num= 4
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord L
o Cord
0 302 295 27 304.1 295 35 304.1
295
60 300 295
Page 7
haithcockrev2.rep
Upstream Bridge Cross Section Data
Station Elevation Data num= 23
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
3 301.78 6 302.07 9 301.42 13.5 300.21
16.2 299.32
18.6 298.59 19.6 297.95 20.1 297.39 20.9 297
22 296.49
23 295.89 24.8 295.52 26.7 295.1 27 295.1
28.4 295.1
30 295.1 32.4 295.1 34 295.1 35.7 295.1
40 296.57
42.2 297.95 46 298.75 57 299.85
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
3 .15 16.2 .019 46 .15
Bank Sta: Left R ight Coeff Contr. Expan.
16.2 46 .3 .5
Left Levee St ation= 6.01 Elevation= 302.08
Downstream Deck/Roadway Coordinates
num= 4
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord L
o Cord
0 302 295 16 304.1 295 24 304.1
295
60 300 295
Downstream Bridge Cross Section Data
Station Elevation Data num= 25
Sta Elev Sta Elev Sta Elev Sta. Elev
Sta Elev
2 301.55 6 301.44 8 300.92 9 300.32
9.9 299.29
10.6 297.84 11 297.28 12 296.81 13.1 296.76
14.2 295.5
16.4 295.5 17.4 295.5 18.4 295.5 20.4 295.5
23.4 295.5
26.5 295.5 27.6 296.76 28.1 296.94 28.9 297.12
29.1 297.69
29.6 298.78 30.3 299.26 31.3 299.5 33.4 299.84
35 300.3
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
Page 6
haithcockrev2.rep
2 .15 9.9 .019 31.3
.15
Bank Sta: Left Right Coeff Contr. Expan.
9.9 31.3 .3 .5
Upstream Embankment side slope = 0 horiz. to 1.
0 vertical
Downstream Embankment side slope 0 horiz. to 1.
0 vertical
Maximum allowable submergence for weir flow = .95
Elevation at which weir flow begins =
Energy head used in spillway design =
Spillway height used in design =
Weir crest shape = Broad Crested
Number of Culverts = 1
Culvert Name Shape Rise Span
Culvert #1 Circular 6
FHWA Chart # 1 - Concrete Pipe Culvert
FHWA Scale # 1 - Square edge entrance with headwall
Solution Criteria = Highest U.S. EG
Culvert Upstrm Dist Length n Value Entrance Loss Coef Exit
Loss Coef
30 60 .024 .7
1
Number of Barrels = 2
Upstream Elevation =
Centerline Stations
Sta. Sta.
27 35
Downstream Elevation =
Centerline Stations
Sta. Sta.
16 24
CROSS SECTION
REACH: 1
295.1
295.54
RIVER: Middle Prong Ham
RS: 10
INPUT
Description: Existing Section Immediately
Downstream
of Haithcock
Road (017-012)
Station Elevation Data num= 25
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
2 301.55 6 301.44 8 300.92 9 300.32
9.9 299.29
10.6 297.84 11 297.28 12 296.81 13.1 296.76
Page 9
haithcockrev2.rep
14.2 296.5
16.4 296.37 17.4 296.24 18.4 296.2 20.4 296.26
23.4 296.49
26.5 296.59 27.6 296.76 28.1 296.94 28.9 297.12
29.1 297.69
29.6 298.78 30.3 299.26 31.3 299.5 33.4 299.84
35 300.3
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
2 .15 9.9 .032 31.3 .15
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
9.9 31.3 40 40 40
.3 .5
CROSS SECTION RI VER: Middle Pro ng Ham
REACH: 1 RS: 9
INPUT
Description: Existing Sec tion 40' Downst ream of Haithcock Road (01
7-013)
Station Elevation Data num= 19
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
2 299.64 5 299.64 6.4 299.03 8.5 298.48
11 297.93
12.5 297.06 13.5 296.67 14.5 296.48 16.2 296.34
18.2 296.17
20.5 296.1 21.3 296.15 22.5 296.34 23.6 296.65
24.9 296.87
26 297.61 27 298.73 29.4 299.04 30.5 299.57
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
2 .15 8.5 .032 27 .15
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
8.5 27 140 140 140
.1 .3
CROSS SECTION RI VER: Midd le Prong Ham
REACH: 1 RS: 8
INPUT
Description: Existing Sec tion (017 -001)- -Within project area
Page 10
haithcockrev2.rep
Station Elevation Data num= 26
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-50 299.74 0 299.24 25 298.95 43 299.2
52 298.7
86 298.95 105.58 298.74 108.58 297.74 111.58 297.09
115.13 296.74
118.68 297.09 121.68 297.74 124.68 298.74 141 298.94
170.6 298.94
199.4 299.38 216.5 298.1 222.8 296.95 226.2 296.07
231.8 295.57
234.8 295.8 236.1 296.45 239.5 296.97 265.6 297.8
290 297.94
300.8 297.88
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-50 .15 105.58 .032 124.68 .15
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
105.58 124.68 110 110 110
.1 .3
Left Levee Station= 86.02 Elevation= 298.95
Right Levee Station= 199.33 Elevation= 299.38
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 7
INPUT
Description: Existing Section (017-002)--Within project area
Station Elevation Data num= 19
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-49.5 299 .5 .298.5 37 298.6 79.7 298.84
86.4 298.75
89.4 297.75 92.4 297.1 95.95 296.75 99.5 297.1
102.5 297.75
105.5 298.75 152.5 298.67 202 297.96 243.5 297.74
275 297.08
286 295.43 293.5 295.39 321 297.28 331 297.44
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-49.5 .15 86.4 .032 105.5 .15
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
Page 11
haithcockrev2.rep
86.4 105.5 380 380 380
.1 .3
Left Levee Station= 79.68 Elev ation= 298.84
Right Levee Station= 105.5 Elev ation= 298.75
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 6
INPUT
Description: Existiing Se ction (017-014)-- Within Project Area
Station Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-45 298.15 5 297.65 11.2 297.5 13.3 296.94
14.2 296.13
17.1 295.42 20.1 294.42 23.1 293.77 26.65 293.42
27.3 293.77
30.2 294.42 33.2 295.42 38 296.91 41 297.94
91 298.44
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-45 .15 17.1 .032 33.2 .15
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
17.1 33.2 190 190 190
.1 .3
CROSS SECTION RI VER: Middle Prong Ham
REACH: 1 RS: 5
INPUT
Description: Existing Sec tion (017-015)--Within Project Area
Station Elevation Data num= 22
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-8 303.76 2 303.26 10 302.87 14 302.09
17 302.35
20.3 300.07 25.8 297.57 29 297.15 31.5 296.59
35.8 296.57
38.5 296.31 41.5 295.31 44.5 294.66 48.05 294.31
51.6 294.66
54.6 295.31 57.6 296.31 58.8 297.05 61 297.15
64 296.87
66 296.93 116 297.43
Manning's n Values num= 3
Page 12
haithcockrev2.rep
Sta n Val Sta n Val Sta n Val
-8 .15 38.5 .032 57.6 .15
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
38.5 57.6 290 290 290
.1 .3
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 4
INPUT
Description: Existing Sec tion (017-003)--Within P roject Area
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-49.5 298.38 .5 297.88 30 295.41 64.6 295.65
81.2 295.5
84.2 294.5 87.2 293.85 90.75 293.5 94.3 293.85
97.3 294.5
100.3 295.5 115.8 295.21 181 295.4 243 295.8
276 295.65
293.6 294.99 300.6 295.05 350.6 295.55
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-49.5 .15 81.2 .032 100.3 .15
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
81.2 100.3 490 490 490
.1 .3
Left Levee Station= 64.59 Elevation= 295.65
Right Levee Station= 100.32 Elevation= 295.5
CROSS SECTION RIVER: Midd le Prong Ham
REACH: 1 RS: 3
INPUT
Description: Section Within Projec t Area (Location of 017 -016)
Station Elevation Data num= 14
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-48 294.85 2 294.35 14 294.24 22 294.36
24 294.43
27 293.43 30 292.78 33.55 292.43 37.1 292.78
40.1 293.43
44.1 294.43 45.5 294.74 48 294.81 98 295.31
Page 13
haithcockrev2.rep
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-48 .15 24 .032 44.1 .15
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
24 44.1 320 320 320
.1 .3
Left Levee Station= 23.99 Elevation= 294.43
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 2
INPUT
Description: Existing Downstream Section (017-017) --approx.200' do
wnstream of
downstream property line
Station Elevation Data num= 16
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-45 293.76 5 293.26 12 293.12 18 293.39
25 293.73
28 292.73 31 292.08 34.55 291.73 38.1 292.08
41.1 292.73
44.1 293.73 46 293.43 49 293.2 54 293.37
57 293.72
107 294.22
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-45 .15 25 .032 44.1 .15
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
25 44.1 100 100 100
.1 .3
Left Levee Station= 25 Elevation= 293.73
Right Levee Station= 44.1 Elevation= 293.73
CROSS SECTION R IVER: Midd le Prong Ham
REACH: 1 RS: 1
INPUT
Description: Furthest Ex isting Downstream Section (017-00 4) --appro
x. 300'
downstream of downstr eam property line
Station Elevation Data num= 18
Page 14
haithcockrev2.rep
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-49.95 293.41 .55 292.91 7 292.93 24 293.32
32.1 293.2
35.1 292.5 38.1 291.85 41.65 291.5 45.2 291.85
48.2 292.5
51.2 293.5 54.6 292.79 70 293.41 81 293.57
84 293.75
88 295.37 90.6 295.54 140.6 296.04
Manning's n Valu es num= 3
Sta n Val Sta n Val Sta n Val
-49.95 .15 32.1 .032 51.2 .15
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
32.1 51.2 0 0 0
.1 .3
Left Levee Station= 24 El evation= 293.32
Right Levee Station= 51.2 El evation= 293.5
SUMMARY OF MANNI NG'S N VALUES
River:Middle Pro ng Ham
Reach River Sta. nl n2 n3
1 17 .15 .032 .15.
1 16 .15 .032 .15
1 15 .15 .032 .15
1 14 .15 .032 .15
1 13 .15 .032 .15
1 12 .15 .032 .15
1 11 .15 .032 .15
1 10.5 Culve rt
1 10 .15 .032 .15
1 9 .15 .032 .15
1 8 .15 .032 .15
1 7 .15 .032 .15
1 6 .15 .032 .15
1 5 .15 .032 .15
1 4 .15 .032 .15
1 3 .15 .032 .15
1 2 .15 .032 .15
1 1 .15 .032 .15
Page 15
haithcockrev2.rep
SUMMARY OF REACH LENGTHS
River: Middle Prong Ham
Reach River Sta. Left Channel Right
1 17 150 150 150
1 16 630 630 630
1 15 40 40 40
1 14 335 335 335
1 13 70 70 70
1 12 40 40 40
1 11 110 110 110
1 10.5 Culvert
1 10 40 40 40
1 9 140 140 140
1 8 110 110 110
1 7 380 380 380
1 6 190 190 190
1 5 290 290 290
1 4 490 490 490
1 3 320 320 320
1 2 100 100 100
1 1 0 0 0
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Middle Prong Ham
Reach River Sta. Contr. Expan.
1 17 .1 .3
1 16 .1 .3
1 15 .1 .3
1 14 .1 .3
1 13 .1 .3
1 12 .1 .3
1 11 .3 .5
1 10.5 Culvert
Page 16
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A// 7'o 2/C ?IOODE C
..:.........:4 Kim- f- DI- • Hietnrirml-W
Location: River: Middle Prong Ham Reach: 1 RS: 17 Profile: 1-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
i This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 17 Profile: 2-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.

Warning: I
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.
Warning:
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 17 Profile: 100-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Warning:
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 16 Profile: 1-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning: I
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 j
or greater than 1.4. This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
j surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 16 Profile: 2-YR
Frrnrs Warnings and Nntes for Plan - Historical•W (Continued)
Warning:
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 16 Profile: 100-YR
Warning:
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Location: River: Middle Prong Ham Reach: 1 RS: 15 Profile: 2-YR
Warning:
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 15 Profile: 100-YR
Warning:
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 14 Profile: 1-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 14 Profile: 2-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning:
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.
Warning: The energy loss was greater than 1.0 It (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 14 Profile: 100-YR
Warning:
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7
crrnre Wnrninee and Nntac fnr Plan • Histnriral•W ((nntinued)
or greater than 1.4. This may indicate the need for additional cross sections.
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical. depth.
Location: River: Middle Prong Ham Reach: 1 RS: 13 Profile: 1-YR
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.
Location: River: Middle Prong Ham Reach: 1 RS: 13 Profile: 2-YR
Warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Location: River: Middle Prong Ham Reach: 1 RS: 13 Profile: 100-YR
Warning:
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.
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 12 Profile: 1-YR
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Location: River: Middle Prong Ham Reach: 1 RS: 12 Profile: 2-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
selected the water surface that had the least amount of error between computed and assumed
values.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 12 Profile: 100-YR
Warning*-
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.
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross j
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 10 Profile: 100-YR
Warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
Errors Warnings and Notes for Han : histoncai•w t;ontinuea
section slice/secant method to find critical depth. I
Location: River: Middle Prong Ham Reach: 1 RS: 9 Profile: 1-YR
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.
Location: River: Middle Prong Ham Reach: 1 RS: 9 Profile: 2-YR
Warning:
Location: River: Middle Prong Ham Reach: 1 RS: 9 Profile: 100-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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. j
Warning:
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 8 Profile: 1-YR
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.
Location: River: Middle Prong Ham Reach: 1 RS: 8 Profile: 2-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
selected the water surface that had the least amount of error between computed and assumed
values.
Warning:
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 8 Profile: 100-YR
Warning:
Location: River: Middle Prong Ham Reach: 1 RS: 7 Profile: 1-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
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.
I
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 7 Profile: 2-YR
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross j
r __.. _.. iu.. -..:- ..A Aln+oc fn. Dlnn • Wicfnrirnl.W !('.nnfinll Pfi)
section slice/secant method to find critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 7 Profile: 100-YR
Warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
j additional cross sections.
l 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.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 6 Profile: 1-YR
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.
Location: River: Middle Prong Ham Reach: 1 RS: 6 Profile: 2-YR
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Location: River: Middle Prong Ham Reach: 1 RS: 6 Profile: 100-YR
Warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Location: River: Middle Prong Ham Reach: 1 RS: 5 Profile: 2-YR
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Location: River: Middle Prong Ham Reach: 1 RS: 5 Profile: 100-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 4 Profile: 1-YR
Warning: Divided flow computed for this cross-section.
Warning:
Location: River: Middle Prong Ham Reach: 1 RS: 4 Profile: 2-YR
i Warning:
I
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.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
Frrnrc Wnrninec nnrf Nnfac fnr Plan . HiSfnrlral-W (Continued)
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 4 Profile: 100-YR
Warning:
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. j
Location: River: Middle Prong Ham Reach: 1 RS: 3 Profile: 2-YR
Warning:
Location: River: Middle Prong Ham Reach: 1 RS: 3 Profile: 100-YR
Warning:
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 2 Profile: 1-YR
Warning: j
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 2 Profile: 2-YR
Warning:
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 2 Profile: 100-YR
Warning:
Warning:
Location: River: Middle Prong Ham Reach: 1 RS: 1 Profile: 1-YR
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 1 Profile: 2-YR
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.

f115TO l2/G L oN,D111(D 1V L - = X /6 7 "V C5 VIiE? CSi'? ?v n s
N
r
haithcockrev2.rep
HEC-RAS Version 3.0.1 Mar 2001
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
XXXXXXX 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: Hamer Creek at Haithcock Road
Project File : haithcockrev2.prj
Run Date and Time: 2/6/03 5:39:28 PM
Project in English units
Project Description:
Hydraulic Analysis for Stream Reconstruction
PLAN DATA
Plan Title: Historical--Existing Overbanks
Plan File : p:\mmb\ras\haithcockrev2.p03
Geometry Title: Historical Conditions--Exist. Overbanks
Geometry File p:\mmb\ras\haithcockrev2.901
Flow Title Steady Flow Data
Flow File p:\mmb\ras\haithcockrev2.f01
Page 1
haithcockrev2.rep
Plan Summary Information:
Number of: Cross Sections = 17 Mulitple Openings = 0
Culverts = 1 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 only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Steady Flow Data
Flow File : p:\mmb\ras\haithcockrev2.f01
Flow Data (cfs)
River Reach
2-YR 100-YR
Middle Prong Haml
250 1288
Middle Prong Haml
274 1399
Boundary Conditions
RS 1-YR
17 82
2 89
River Reach Profile
stream Downstream
Middle Prong Ham1 1-YR
Normal S = .00253
Up
Page 2
haithcockrev2.rep
Middle Prong Haml 2-YR
Normal S = .00253
Middle Prong Haml 100-YR
Normal S = .00253
GEOMETRY DATA
Geometry Title: Historical Conditions--Exist. Overbanks
Geometry File : p:\mmb\ras\haithcockrev2.901
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 17
INPUT
Descript ion: Furthest Upstream Existing Section (017-005) --approx.
1320 '
Upstream of Haithcock Road
Station Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-47 308.74 3 308.24 10 308.26 17 308.45
19.9 307.93
22.9 306.93 25.9 306.28 29.45 305.93 33 306.28
36 306.93
39 307.93 42 307.55 47 307.41 55 307.5
105 308
Manning's n Values
Sta n Val Sta
-47 .15 19.9
Bank Sta: Left
Contr. Expan.
19.9
.1 .3
Left Levee
Right Levee
CROSS SECTION
REACH: 1
Right
39
num= 3
n Val Sta n Val
.032 39 .035
Lengths: Left Channel Right
150 150 150
Station= 17 Elevation= 308.45
Station= 39 Elevation= 307.93
RIVER: Middle Prong Ham
RS: 16
Coeff
INPUT
Description: Existing Upstream Section (017-006) --approx. 1170' up
Page 3
haithcockrev2.rep
stream of
Haithcock Road
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-49 306.65 1 306.15 6 306.54 24 306.27
38 306.3
39 306.3 40 306.19 40.9 306.24 43.9 305.24
46.9 304.59
50.45 304.24 54 304.59 57 305.24 60 306.24
64 306.09
77 305.2 90 305.02 140 305.52
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-49 .15 40.9 .032 60 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
40.9 60 630 630 630
.1 .3
Left Levee Station= 6.05 Elevation= 306.54
Right Levee Station= 60 Elevation= 306.24
CROSS SECTION RI VER: Middle Prong Ham
REACH: 1 RS: 15
INPUT
Description: Existing Ups tream Section (017-007)- -approx. 540' ups
tream of
Haithcock Ro ad
Station Elevation Data num= 17
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-48 304.32 2 303.82 9 303.64 17.4 303.08
19 303.34
20.4 303.42 23.4 302.42 26.4 301.77 29.95 301.42
33.5 301.77
36.5 302.42 39.5 303.42 41 303.5 48 303.19
65 302.96
76 303.24 126 303.74
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-48 .15 20.4 .032 39.5 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
Page 4
haithcockrev2.rep
20.4 39.5 40 40 40
.1 .3
Left Levee Station= 20.39 Elevation= 303.43
Right Levee Station= 40.96 Elevation= 303.5
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 14
INPUT
Description: Existing Upstream Section (017-008)--approx. 500' ups
tream of
Haithcock Road
Station Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-46 304.59 4 304.09 13 303.46 21 303.74
24.9 303.02
27.9 302.02 30.9 301.37 34.45 301.02 38 301.37
41 302.02
44 303.02 46 303.01 51 303.2 74 302.69
124 303.19
Manning' s n Values num= 3
Sta n Val Sta n Val Sta n Val
-46 .15 24.9 .032 44 .035
Bank Sta: Left
Contr. Expan.
24.9
.1 .3
Left Levee
Right Levee
CROSS SECTION
REACH: 1
Right Lengths: Left Channel
44
335 335
Station= 21 Elevation= 303.74
Station= 50.99 Elevation= 303.2
RIVER: Middle Prong Ham
RS: 13
Right Coeff
335
INPUT
Description: Existing Upstream Section (017-009)-approx. 170' upst
ream of
Haithcock Road
Station Elevation Data num= 34
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-41 301.18 9 300.68 20 300.28 26 301.28
35 300.37
37.5 300.78 41.3 300.67 44 301.03 46.6 301.49
47.7 301.33
48.3 300.23 48.4 300.29 49 299.35 49.8 298.16
Page 5
haithcockrev2.rep
50.5 297.58
53 297.58 56.4 297.5 58 297.43 58.6 .297.26
60.1 297.2
60.6 297.21 61.6 297.5 62.1 298.25 62.8 298.87
63.3 299.67
63.6 300.23 64.3 301.21 65 301.27 68 301.11
72 300.91
77 300.78 84 300.83 93 300.68 143 301.18
Manning's n Valu es num= 3
Sta n Val Sta n Val Sta n Val
-41 .15 46.6 .032 65 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
46.6 65 70 70 70
.1 .3
Left Levee Station= 46.58 El evation= 301.49
Right Levee Station= 65.01 El evation= 301.27
CROSS SECTION RI VER: Middle Pro ng Ham
REACH: 1 RS: 12
INPUT
Description: Exi sting Ups tream Section ( 017-010)- approx. 100' upst
ream of
Hai thcock Road
Station Elevatio n Data num= 23
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-47 301.69 3 301.19 8 301.43 16.5 302.16
17.5 302.03
18.6 301.64 19.4 300.85 20.3 300.18 21.5 299.42
23.3 298.69
25.2 298.28 26.5 297.92 29 297.37 30.4 297.32
31.3 297.17
32 297.01 32.7 297 33.3 298.09 33.7 300.4
34 300.85
34.3 301.05 35 301.55 85 302.05
Manning's n Valu es num= 3
Sta n Val Sta n Val Sta n Val
-47 .15 16.5 .032 35 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
16.5 35 40 40 40
.1 .3
Page 6
haithcockrev2.rep
Left Levee Station= 16.44 Elevation= 302.17
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 11
INPUT
Description: Existing Upstream Section (017-011)-approx. 60' upstr
eam of
Haithcock Road
Station Elevation Data num= 25
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-47 302.28 3 301.78 6 302.07 9 301.42
13.5 300.21
16.2 299.32 18.6 298.59 19.6 297.95 20.1 297.39
20.9 297
22 296.49 23 295.89 24.8 295.52 26.7 295.28
27 295.25
28.4 295.44 30 295.46 32.4 295.47 34 295.6
35.7 295.89
40 296.57 42.2 297.95 46 298.75 57 299.85
107 300.35
Manning' s n Values num= 3
Sta n Val Sta n Val Sta n Val
-47 .15 16.2 .032 46 .035
Bank Sta : Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
16.2 46 110 110 110
.3 .5
Left Levee Station= 6.01 El evation= 302.08
CULVERT RI VER: Middle Pro ng Ham
REACH: 1 RS: 10.5
INPUT
Description:
Distance from Upstream XS = 30
Deck/Roadway Width = 40
Weir Coefficient = 2.6
Upstream Deck/Roadway Coordinates
num= 4
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
o Cord
0 302 295 27 304.1 295
295
60 300 295
Sta Hi Cord L
35 304.1
Page 7
haithcockrev2.rep
Upstream Bridge Cross Section Data
Station Elevation Data num= 23
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
3 301.78 6 302.07 9 301.42 13.5 300.21
16.2 299.32
18.6 298.59 19.6 297.95 20.1 297.39 20.9 297
22 296.49
23 295.89 24.8 295.52 26.7 295.1 27 295.1
28.4 295.1
30 295.1 32.4 295.1 34 295.1 35.7 295.1
40 296.57
42.2 297.95 46 298.75 57 299.85
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
3 .15 16.2 .019 46 .035
Bank Sta: Left Right Coeff Contr. Expan.
16.2 46 .3 .5
Left Levee St ation= 6.01 Elevation= 302.08
Downstream Deck/Roadway Coordinates
num= 4
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord L
o Cord
0 302 295 16 304.1 295 24 304.1
295
60 300 295
Downstream Bridge Cross Section Data
Station Elevation Data num= 25
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
2 301.55 6 301.44 8 300.92 9 300.32
9.9 299.29
10.6 297.84 11 297.28 12 296.81 13.1 296.76
14.2 295.5
16.4 295.5 17.4 295.5 18.4 295.5 20.4 295.5
23.4 295.5
26.5 295.5 27.6 296.76 28.1 296.94 28.9 297.12
29.1 297.69
29.6 298.78 30.3 299.26 31.3 299.5 33.4 299.84
35 300.3
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
Page 8
haithcockrev2.rep
2 .035 9.9 .019 31.3 .035
Bank Sta: Left Right Coeff Contr. Expan.
9.9 31.3 .3 .5
Upstream Embankment side slope = 0 horiz. to 1.
0 vertical
Downstream Embankment side slope = 0 horiz. to 1.
0 vertical
Maximum allowable submergence for weir flow = .95
Elevation at which weir flow begins =
Energy head used in spillway design =
Spillway height used in design =
Weir crest shape = Broad Crested
Number of Culverts = 1
Culvert Name Shape Rise Span
Culvert #1 Circular 6
FHWA Chart # 1 - Concrete Pipe Culvert
FHWA Scale # 1 - Square edge entrance with headwall
Solution Criteria = Highest U.S. EG
Culvert Upstrm Dist Length n Value Entrance Loss Coef Exit
Loss Coef
30
1
Number of Barrels = 2
Upstream Elevation =
Centerline Stations
Sta. Sta.
27 35
Downstream Elevation =
Centerline Stations
Sta. Sta.
16 24
60 .024
295.1
295.54
.7
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 10
INPUT
Description: Existing Section Immediately Downstream of Haithcock
Road (017-012)
Station Elevation Data num= 25
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
2 301.55 6 301.44 8 300.92 9 300.32
9.9 299.29
10.6 297.84 11 297.28 12 296.81 13.1 296.76
Page 9
14.2 296.5
16.4 296.37
23.4 296.49
26.5 296.59
29.1 297.69
29.6 298.78
35 300.3
Manning's n Values
Sta n Val
2 .035
haithcockrev2.rep
17.4 296.24 18.4 296.2
27.6 296.76 28.1 296.94
30.3 299.26 31.3 299.5
Sta
9.9
Bank Sta: Left Right
Contr. Expan.
9.9 31.3
.3 .5
CROSS SECTION
REACH: 1
20.4 296.26
28.9 297.12
33.4 299.84
num= 3
n Val Sta n Val
.032 31.3 .035
Lengths: Left Channel Right Coeff
40 40 40
RIVER: Middle Prong Ham
RS: 9
INPUT
Description: Existing Section 40' Downstream of Haithcock Road (01
7-013)
Station Elevation Data num= 19
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
2 299.64 5 299.64 6.4 299.03 8.5 298.48
11 297.93
12.5 297.06 13.5 296.67 14.5 296.48 16.2 296.34
18.2 296.17
20.5 296.1 21.3 296.15 22.5 296.34 23.6 296.65
24.9 296.87
26 297.61 27 298.73 29.4 299.04 30.5 299.57
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
2 .035 8.5 .032 27 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
8.5 27 140 140 140
.1 .3
CROSS SECTION RI VER: Middle Pro ng Ham
REACH: 1 RS: 8
INPUT
Description: Existing Section (017-001)--Within project area
41
Page 10
haithcockrev2.rep
Station Elevation Data num= 26
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-50 299.74 0 299.24 25 298.95 43 299.2
52 298.7
86 298.95 105.58 298.74 108.58 297.74 111.58 297.09
115.13 296.74
118.68 297.09 121.68 297.74 124.68 298.74 141 298.94
170.6 298.94
199.4 299.38 216.5 298.1 222.8 296.95 226.2 296.07
231.8 295.57
234.8 295.8 236.1 296.45 239.5 296.97 265.6 297.8
290 297.94
300.8 297.88
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-50 .035 105.58 .032 124.68 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
105.58 124.68 110 110 110
.1 .3
Left Levee Station= 86.01 El evation= 298.96
Right Levee Station= 199.49 El evation= 299.39
CROSS SECTION RI VER: Middle Prong Ham
REACH: 1 RS: 7
INPUT
Description: Existing Sec tion (017 -002)- -Within p roject area
Station Elevation Data num= 19
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-49.5 299 .5 298.5 37 298.6 79.7 298.84
86.4 298.75
89.4 297.75 92.4 297.1 95.95 296.75 99.5 297.1
102.5 297.75
105.5 298.75 152.5 298.67 202 297.96 243.5 297.74
275 297.08
286 295.43 293.5 295.39 321 297.28 331 297.44
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-49.5 .035 86.4 .032 105.5 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
Page 11
haithcockrev2.rep
86.4 105.5 380 380 380
.1 .3
Left Levee Station= 79.64 Elevation= 298.85
Right Levee Station= 105.52 Elevation= 298.77
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 6
INPUT
Description: Existiing Se ction (017-014)--Within Project Area
Station Elevation Data num= 15
Sta Elev Sta Elev Sta Elev Sta Elev.
Sta Elev
-45 298.15 5 297.65 11.2 297.5 13.3 296.94
14.2 296.13
17.1 295.42 20.1 294.42 23.1 293.77 26.65 293.42
27.3 293.77
30.2 294.42 33.2 295.42 38 296.91 41 297.94
91 298.44
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-45 .035 17.1 .032 33.2 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
17.1 33.2 190 190 190
.1 .3
CROSS SECTION RI VER: Middle Prong Ham
REACH: 1 RS: 5
INPUT
Description: Existing Sec tion (017-015)--Within Project Area
Existing Section
(017-005)--W ithin Project Area
Station Elevation Data num= 22
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-8 303.76 2 303.26 10 302.87 14 302.09
17 302.35
20.3 300.07 25.8 297.57 29 297.15 31.5 296.59
35.8 296.57
38.5 296.31 41.5 295.31 44.5 294.66 48.05 294.31
51.6 294.66
54.6 295.31 57.6 296.31 58.8 297.05 61 297.15
64 296.87
66 296.93 116 297.43
Page 12
haithcockrev2.rep
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-8 .035 38.5 .032 57.6 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
38.5 57.6 290 290 290
.1 .3
CROSS SECTION RI VER: Middl e Pro ng Ham
REACH: 1 RS: 4
INPUT
Description: Section,,Within Project Area (Location of 017 -003)
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-49.5 298.38 .5 297.88 30 295.41 64.6 295.65
81.2 295.5
84.2 294.5 87.2 293.85 90.75 293.5 94.3 293.85
97.3 294.5
100.3 295.5 115.8 295.21 181 295.4 243 295.8
276 295.65
293.6 294.99 300.6 295.05 350.6 295.55
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-49.5 .035 81.2 .032 100.3 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
81.2 100.3 490 490 490
.1 .3
Left Levee Station= 64.11 El evation= 295.65
Right Levee Station= 100.33 El evation= 295.5
CROSS SECTION RI VER: Middl e Pro ng Ham
REACH: 1 RS: 3
INPUT
Description: Section With in Project Area (Location of 017 -016)
Station Elevation Data num= 14
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-48 294.85 2 294.35 14 294.24 22 294.36
24 294.43
27 293.43 30 292.78 33.55 292.43 37.1 292.78
Page 13
haithcockrev2.rep
40.1 293.43
44.1 294.43 45.5 294.74 .48 294.81 98 295.31
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-48 .035 24 .032 44.1 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
24 44.1 320 320 320
.1 .3
Left Levee Station= 23.95 Elevation= 294.43
CROSS SECTION RI VER: Middle Prong Ham
REACH: 1 RS: 2
INPUT
Description: Existing Downstream Section (017-017)--approx.200' do
wnstream of
downstream p roperty line
Station Elevation Data num= 16
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-45 293.76 5 293.26 12 293.12 18 293.39
25 293.73
28 292.73 31 292.08 34.55 291.73 38.1 292.08
41.1 292.73
44.1 293.73 46 293.42 49 293.2 54 293.37
57 293.72
107 294.22
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-45 .06 25 .032 44.1 .035,
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
25 44.1 100 100 100
.1 .3
Left Levee Station= 25 Elevation= 293.73
Right Levee Station= 44.1 Elevation= 293.73
CROSS SECTION RI VER: Middle Prong Ham
REACH: 1 RS: 1
INPUT
Description: Furthest Exi sting Downstream Section (017-00 4)--appro
x. 300'
Page 14
haithcockrev2.rep
downstream of downstream property line
Station Elevation Data num= 18
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-49.45 293.41 .55 292.91 7 292.93 24 293.32
32.1 293.2
35.1 292.5 38.1 291.85 41.65 291.5 45.2 291.85
48.2 292.5
51.2 293.5 54.6 292.79 70 293.41 81 293.57
84 293.75
88 295.37 90.6 295.54 140.6 296.04
Manning's n Valu es num= 3
Sta n Val Sta n Val Sta n Val
-49.45 .06 32.1 .032 51.2 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
32.1 51.2 0 0 0
.1 .3
Left Levee Station= 24.12 El evation= 293.33
Right Levee Station= 51.19 El evation= 293.5
SUMMARY OF MANNING'S N VALUES
River:Middle Prong Ham
Reach River Sta. nl n2 n3
1 17 .15 .032 .035
1 16 .15 .032 .035
1 15 .15 .032 .035
1 14 .15 .032 .035
1 13 .15 .032 .035
1 12 .15 .032 .035
1 11 .15 .032 .035
1 10.5 Culvert
1 10 .035 .032 .035
1 9 .035 .032 .035
1 8 .035 .032 .035
1 7 .035 .032 .035
1 6 .035 .032 .035
1 5 .035 .032 .035
1 4 .035 .032 .035
1 3 .035 .032 .035
Page 15
haithcockrev2.rep
1 2 06 .032 .035
1 1 .06 .032 .035
SUMMARY OF REACH LENGTHS
River: Middle Prong Ham
Reach River Sta. Left Channel Right
1 17 150 150 150
1 16 630 630 630
1 15 40 40 40
1 14 335 335 335
1 13 70 70 70
1 12 40 40 40
1 11 110 110 110
1 10.5 Culvert
1 10 40 40 40
1 9 140 140 140
1 8 110 110 110
1 7 380 380 380
1 6 190 190 190
1 5 290 290 290
1 4 490 490 490
1 3 320 320 320
1 2 100 100 100
1 1 0 0 0
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Middle Prong Ham
Reach River Sta. Contr. Expan.
1 17 .1 .3
1 16 .1 .3
1 15 .1 .3
1 14 .1 .3
1 13 .1 .3
1 12 .1 .3
41
Page 16
1
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haithcockrev2.rep
11
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9
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.3
Page 17
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Errors Warninas and Notes for Plan : Histor.exist
Location: River: Middle Prong Ham Reach: 1 RS: 17 Profile: 1-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid j
subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 17 Profile: 2-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning:
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 17 Profile: 100-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning:
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 16 Profile: 1-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program I
used critical depth for the water surface and continued on with the calculations.
Warning:
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water I
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 16 Profile: 2-YR
Warning:
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7
C.a..e W-ninne -1 Nnfee fnr Plan • 1-lietnr PyiO (( nntin112fi1
or greater than 1.4. This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 16 Profile: 100-YR
Warning:
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7
j j or greater than 1.4. This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Location: River: Middle Prong Ham Reach: 1 RS: 15 Profile: 2-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
selected the water surface that had the least amount of error between computed and assumed
values.
Warning:
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 15 Profile: 100-YR
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 14 Profile: 1-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Waming: 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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 14 Profile: 2-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning:
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
j section slice/secant method to find critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
Frrnrs Warnings and Notes for Plan : Histor.exist (Continued)
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 14 Profile: 100-YR
Warning:
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.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 13 Profile: 1-YR j
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.
Location: River: Middle Prong Ham Reach: 1 RS: 13 Profile: 2-YR
Warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Location: River: Middle Prong Ham Reach: 1 RS: 13 Profile: 100-YR
Warning:
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.
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 12 Profile: 1-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
selected the water surface that had the least amount of error between computed and assumed
values.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water !
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 12 Profile: 2-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
selected the water surface that had the least amount of error between computed and assumed
values.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 12 Profile: 100-YR j
Warning:
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.
C..nre Uln-inne nnrl Nnfcc fnr Plan • Hictnr PyiCt (r.nntlnl1Pr1)
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 10 Profile: 100-YR
Warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Location: River: Middle Prong Ham Reach: 1 RS: 9 Profile: 1-YR.
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.
Location: River: Middle Prong Ham Reach: 1 RS: 9 Profile: 2-YR
Warning:
Location: River: Middle Prong Ham Reach: 1 RS: 9 Profile: 100-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Warning:
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 8 Profile: 1-YR
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.
Location: River: Middle Prong Ham Reach: 1 RS: 8 Profile: 2-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
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.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 8 Profile: 100-YR
Warning:
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.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
I section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 7 Profile: 1-YR
4 KIM- fnr Dinn • Wiatnr evict (ContlnllPti)
LIIVIJ
Warning: ...?. ._...__ _.. __.-_
The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
I subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 7 Profile: 2-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning:
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.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 7 Profile: 100-YR
Warning:
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.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 6 Profile: 1-YR
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.
Location: River: Middle Prong Ham Reach: 1 RS: 6 Profile: 2-YR
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Location: River: Middle Prong Ham Reach: 1 RS: 6 Profile: 100-YR
Warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 5 Profile: 1-YR
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.
Location: River: Middle Prong Ham Reach: 1 RS: 5 Profile: 2-YR
Crr..c Wnrninnc nn`i Nnfoc fnr Plan • Hicfnr Pyicf (Cnntinueri)
Warning: The energy equation could not be balanced within the specified number of iterations. The program j
used critical depth for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
Waming: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 j
or greater than 1.4. This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 5 Profile: 100-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 4 Profile: 1-YR
Warning: Divided flow computed for this cross-section.
Warning:
Location: River: Middle Prong Ham Reach: 1 RS: 4 Profile: 2-YR I
Warning:
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.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 4 Profile: 100-YR
Warning:
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.
Location: River: Middle Prong Ham Reach: 1 RS: 3 Profile: 2-YR
Warning:
Location: River. Middle Prong Ham Reach: 1 RS: 3 Profile: 100-YR
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 2 Profile: 1-YR
Warning:
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 I
or greater than 1.4. This may indicate the need for additional cross sections.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth. _
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 2 Profile: 2-YR
C.. .? Iei?.r cr r,A nln+ec inr Plan • PiOnr ?Yict fCnntinuerll
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 2 Profile: 100-YR
Warning:
Location: River: Middle Prong Ham Reach: 1 RS: 1 Profile: 1-YR
Warning: Slope-Area method could not converge on a starting water surface elevation within the specified
number of trials. The program used critical depth as the starting water surface.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 1 Profile: 2-YR
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.

N
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haithcockrev2.rep
HEC-RAS Version 3.0.1 Mar 2001
U.S. Army Corp of Engineers
Hydrologic Engineering Center
609 Second Street, Suite D
Davis, California 95616-4687
[phone]
X X XXXXXX XXXX XXXX
X X X X X X X
X X X X X X
XXXXXXX XXXX X XXX XXXX
X X X X X X
X
X X X X X X X
X
X X XXXXXX XXXX X
PROJECT DATA
Project Title: Hamer Creek at Haithcock Road
Project File : haithcockrev2.prj
Run Date and Time: 2/6/03 5:49:46 PM
Project in English units
Project Description:
Hydraulic Analysis for Stream Reconstruction
XX
X X
X X
XXXXXX
X X
X X
XXXX
X
X
XXXX
X X X XXXXX
PLAN DATA
Plan Title: Existing Conditions
Plan File : p:\mmb\ras\haithcockrev2.p01
Geometry Title: Existing Conditions
Geometry File : p:\mmb\ras\haithcockrev2.g03
Flow Title : Steady Flow Data
Flow File : p:\mmb\ras\haithcockrev2.f01
Page 1
haithcockrev2.rep
Plan Summary Information:
Number of: Cross Sections = 17 Mulitple Openings = 0
Culverts = 1 Inline Weirs = 0
Bridges = 0
Computational Information
Water surface calculation tolerance = 0.003
Critical depth calculaton tolerance = 0.003
Maximum number of interations 20
Maximum difference tolerance = 0.1
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Steady Flow Data
Flow File : p:\mmb\ras\haithcockrev2.f01
Flow Data (cfs)
River Reach
2-YR 100-YR
Middle Prong Hami
250 1288
Middle Prong Hami
274 1399
Boundary Conditions
RS 1-YR
17 82
2 89
River Reach Profile
stream Downstream
Middle Prong Hami 1-YR
Normal S = .00253
Up
Page 2
haithcockrev2.rep
Middle Prong Haml 2-YR
Normal S = .00253
Middle Prong Haml 100-YR
Normal S = .00253
GEOMETRY DATA
Geometry Title: Existing Conditions
Geometry File : p:\mmb\ras\haithcockrev2.g03
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 17
INPUT
Description: Furthest Upstream Existing Section (017-0.05) --approx.
1320 '
upstream of Haithcock Road
Station Elevation Data num= 26
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-47 308.74 3 308.24 10 308.26 17 308.45
20.8 308.63
21.8 308.13 22 307.12 22.4 307.02 24 306.42
25 306.22
25.6 305.81 26.5 305.51 27.4 305.18 29 304.89
30.9 304.86
33 304.8 34 305.18 34.5 305.98 34.9 307.02
35.4 307.12
36.2 307.53 39 307.93 42 307.55 47 307.41
55 307.5
105 308
Mannirig's n Values num= 3
Sta n Val Sta n Val Sta n Val
-47 .15 20.8 .032 39 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
20.8 39 150 150 150
.1 .3
Left Levee Station= 20.8 El evation= 308.63
Right Levee Station= 39.01 El evation= 307.93
Page 3
haithcockrev2.rep
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 16
INPUT
Description: Existing Ups tream Section (017-006)- -approx. 1170' up
stream of
Haithcock Ro ad
Station Elevation Data num= 30
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-49 306.65 1 306.15 6 306.54 24 306.27
38 306.3
39 306.3 40 306.19 40.5 305.94 41 305.53
41.3 305.31
41.8 305 42.8 304.64 43.4 304.22 44 303.34
45.5 303.12
49 303.17 52 303.17 54 303 54.4 303.06
55.4 303.06
56 304.79 56.2 305.31 56.4 305.53 57 305.87
58 306.17
60 306.24 64 306.09 77 305.2 90 305.02
140 305.52
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-49 .15 39 .032 60 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
39 60 630 630 630
.1 .3
Left Levee Station= 39 Elevation= 306.3
CROSS SECTION RI VER: Middle Prong Ham
REACH: 1 RS: 15
INPUT
Description: Existing Ups tream Section (017-007)- -approx. 540' ups
tream of
Haithcock Ro ad
Station Elevation Data num= 31
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-48 304.32 2 303.82 9 303.64 17.4 303.08
19 303.34
20.4 303.42 21.8 303.12 22.4 302.3 22.66 302.79
23 301.56
23.8 300.99 24.5 300.6 25.4 300.37 25.9 300.21
Page 4
haithcockrev2.rep
27.5 300.02
29.6 299.82 30.5 299.69 32.7 299.5 33.5 299.7
34 300.21
34.3 300.85 34.8 301.59 35.1 302.3 35.4 302.3
36 302.82
38 303.28 41 303.5 48 303.19 65 302.96
76 303.24
126 303.74
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-48 .15 20.4 .032 41 .035
Bank Sta: Left Right Lengths: Left Ch annel Right Coeff
Contr. Expan.
20.4 41 40 40 40
.1 .3
Left Levee St ation= 20.4 Elev ation= 303.42
Right Levee St ation= 40.99 Elev ation= 303.5
CROSS SECTION RI VER: Middle Prong Ham
REACH: 1 RS: 14
INPUT
Description: Exist ing Ups tream Section (01 7-008)- -approx. 500' ups
tream of
Haithcock Road
Station Elevation Data num= 32
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-46 304.59 4 304.09 13 303.46 21 303.74
25 303.49
26.3 303.28 26.8 303.16 28 302.31 28.7 301.7
29.9 301.39
30.7 300.88 31.7 300.43 32.4 299.69 32.8 299.57
33.9 299.4
34.7 299.33 35.7 299.32 36.6 299.3 37.6 299.37
38.7 299.57
39.6 299.69 40 299.89 40.5 300.81 41.1 301.96
41.9 302.31
42.5 302.6 43 302.88 44 303.02 46 303.01
51 303.2
74 302.69 124 303.19
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-46 .15 26.3 .032 44 .035
Page 5
haithcockrev2.rep
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
26.3 44 335 335 335
.1 .3
Left Levee Station= 21.01 Elevation= 303.74
Right Levee Station= 51.01 Elevation= 303.2
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 13
INPUT
Description: Existing Upstream Section (017-009)- approx. 170' upst
ream of
Haithcock Road
Station Elevation Data num= 34
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-41 301.18 9 300.68 20 300.28 26 301.28
35 300.37
37.5 300.78 41.3 300.67 44 301.03 46.6 301.49
47.7 301.33
48.3 300.23 48.4 300.29 49 299.35 49.8 298.16
50.5 297.58
53 297.58 56.4 297.5 58 297.43 58.6 297.26
60.1 297.2
60.6 297.21 61.6 297.5 62.1 298.25 62.8 298.87
63.3 299.67
63.6 300.23 64.3 301.21 65 301.27 68 301.11
72 300.91
77 300.78 84 300.83 93 300.68 143 301.18
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-41 .15 46.6 .032 65 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
46.6 65 70 70 70
.1 .3
Left Levee Station= 46.53 Elevation= 301.51
Right Levee Station= 64.96 Elevation= 301.28
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 12
INPUT
Description: Existing Upstream Section (017-010) -approx. 100 upst
ream of
Page 6
haithcockrev2.rep
Haithcock Road
Station Elevation Data num= 23
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-47 301.69 3 301.19 8 301.43 16.5 302.16
17.5 302.03
18.6 301.64 19.4 300.85 20.3 300.18 21.5 299.42
23.3 298.69
25.2 298.28 26.5 297.92 29 297.37 30.4 297.32
31.3 297.17
32 297.01 32.7 297 33.3 298.09 33.7 300.4
34 300.85
34.3 301.05 35 301.55 85 302.05
Manning's n Value s num= 3
Sta n Val Sta n Val Sta n Val
-47 .15 16.5 .032 35 .035
Bank Sta: Left Right Lengths: Left Ch annel Right Coeff
Contr. Expan.
16.5 35 40 40 40
.1 .3
Left Levee S tation= 16.48 Elev ation= 302.16
CROSS SECTION RI VER: Middle Prong Ham
REACH: 1 RS: 11
INPUT
Description: Existing Upstream Section (017-011)-approx. 60' upstr
eam of
Haithcock Road
Station Elevation Data num= 25
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-47 302.28 3 301.78 6 302.07 9 301.42
13.5 300.21
16.2 299.32 18.6 298.59 19.6 297.95 20.1 297.39
20.9 297
22 296.49 23 295.89 24.8 295.52 26.7 295.28
27 295.25
28.4 295.44 30 295.46 32.4 295.47 34 295.6
35.7 295.89
40 296.57 42.2 297.95 46 298.75 57 299.85
107 300.35
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-47 .15 16.2 .032 46 .035
Page 7
haithcockrev2.rep
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
16.2 46 110 110 110
.3 .5
Left Levee Station= 6.01 El evation= 302.07
CULVERT RI VER: Middl e Pro ng Ham
REACH: 1 RS: 10.5
INPUT
Description:
Distance from Upstream XS = 30
Deck/Roadway Width = 40
Weir Coefficient = 2.6
Upstream Deck/Roadway Co ordinates
num= 4
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord L
o Cord
0 302 295 27 304.1 295 35 304.1
295
60 300 295
Upstream Bridge Cross Sec tion Data
Station Elevation Data num= 23
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
3 301.78 6 302.07 9 301.42 13.5 300.21
16.2 299.32
18.6 298.59 19.6 297.95 20.1 297.39 20.9 297
22 296.49
23 295.89 24.8 295.52 26.7 295.1 27 295.1
28.4 295.1
30 295.1 32.4 295.1 34 295.1 35.7 295.1
40 296.57
42.2 297.95 46 298.75 57 299.85
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
3 .15 16.2 .019 46 .035
Bank Sta: Left Right Coeff Con tr. Expan.
16.2 46 .3 .5
Left Levee Station= 6.01 El evation= 302.07
Downstream Deck/Roadway Coordinate s
num= 4
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord L
Page 8
haithcockrev2.rep
o Cord
0 302 295 16 304.1 295 24 304.1
295
60 300 295
Downstream Bridge Cross Section Data
Station Elevation Data num= 25
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
2 301.55 6 301.44 8 300.92 9 300.32
9.9 299.29
10.6 297.84 11 297.28 12 296.81 13.1 296.76
14.2 295.5
16.4 295.5 17.4 295.5 18.4 295.5 20.4 295.5
23.4 295.5
26.5 295.5 27.6 296.76 28.1 296.94 28.9 297.12
29.1 297.69
29.6 298.78 30.3 299.26 31.3 299.5 33.4 299.84
35 300.3
Manning's n Value s num= 3
Sta n Val Sta n Val Sta n Val
2 .035 9.9 .019 31.3 .035
Bank Sta: Left Right Coeff Contr. Expan.
9.9 31.3 .3 .5
Upstream Embankme nt side slope = 0 horiz. to 1.
0 vertical
Downstream Rmhank ment si de slope = 0 horiz. to 1.
0 vertical
Maximum allowable submergence for weir flow = .95
Elevation at which weir flow begins =
Energy head used in spillway design =
Spillway height used in design =
Weir crest shape = Broad Crested
Number of Culverts= 1
Culvert Name Shape Rise Span
Culvert #1 Circular 6
FHWA Chart # 1 - Concrete Pipe Culvert
FHWA Scale # 1 - Square edge entrance with headwall
Solution Criteria = Highest U.S. EG
Culvert Upstrm Dist Length n Value Entrance Loss Coef Exit
Loss Coef
30 60 .024 .7
1
Page 9
haithcockrev2.rep
Number of
Upstream
Centerline
Sta.
27
Downstream
Centerline
Sta.
16
Barrels = 2
Elevation =
Stations
Sta.
35
Elevation =
Stations
Sta.
24
CROSS SECTION
REACH: 1
295.1
295.54
RIVER: Middle Prong Ham
RS: 10
INPUT
Description: Existing Section Immediately Downstream of Haithcock
Road (017-012)
Station Elevation Data num= 25
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
2 301.55 6 301.44 8 300.92 9 300.32
9.9 299.29
10.6 297.84 11 297.28 12 296.81 13.1 296.76
14.2 296.5
16.4 296.37 17.4 296.24 18.4 296.2 20.4 296.26
23.4 296.49
26.5 296.59 27.6 296.76 28.1 296.94 28.9 297.12
29.1 297.69
29.6 298.78 30.3 299.26 31.3 299.5 33.4 299.84
35 300.3
Manning's n Values
Sta n Val Sta
2 .035 9.9
Bank Sta: Left Right
Contr. Expan.
9.9 31.3
.3 .5
CROSS SECTION
REACH: 1
num= 3
n Val Sta n Val
.032 31.3 .035
Lengths: Left Channel Right
40 40 40
RIVER: Middle Prong Ham
RS: 9
Coeff
INPUT
Description: Existing Section 40' Downstream of Haithcock Road (01
7-013)
Station Elevation Data num= 19
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
Page 10
haithcockrev2.rep
2 299.64 5 299.64 6.4 299.03 8.5 298.48
11 297.93
12.5 297.06 13.5 296.67 14.5 296.48 16.2 296.34
18.2 296.17
20.5 296.1 21.3 296.15 22.5 296.34 23.6 296.65
24.9 296.87
26 297.61 27 298.73 29.4 299.04 30.5 299.57
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
2 .035 8.5 .032 27 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
8.5 27 140 140 140
.1 .3
CROSS SECTION RI VER: Middl e Prong Ham
REACH: 1 RS: 8
INPUT
Description: Existing Sec tion (017- 001)- -Within project area
Station Elevation Data num= 29
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-50 299.74 0 299.24 25 298.95 43 299.2
52 298.7
86 298.95 105.58 298.74 115.7 297.9 117.7 297.26
122.9 297.75
125.3 295.6 128.4 295.36 131.2 295.23 133.1 295.26
134.8 297.91
138.5 297.6 141 298.94 170.6 298.94 199.4 299.38
216.5 298.1
222.8 296.95 226.2 296.07 231.8 295.57 234.8 295.8
236.1 296.45
239.5 296.97 265.6 297.8 290 297.94 300.8 297.88
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-50 .035 105.58 .032 141 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
105.58 141 110 110 110
.1 .3
Left Levee Station= 85.61 Elevation= 298.95
Right Levee Station= 199.61 Elevation= 299.38
Page 11
haithcockrev2.rep
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 7
INPUT
Description: Existing Section (017-002)--Within project area
Station Elevation Data num= 22
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-49.5 299 .5 298.5 37 298.6 79.7 298.84
86.6 295.53
88 295.63 88.7 296.55 90.2 296.43 90.4 294.66
91.5 294.61
95.3 295.04 97.3 295.21 99 295.12 105.5 298.75
152.5 298.67
202 297.96 243.5 297.74 275 297.08 286 295.43
293.5 295.39
321 297.28 331 297.44
Manning's n Valu es num= 3
Sta n Val Sta n Val Sta n Val
-49.5 .035 79.7 .032 105.5 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
79.7 105.5 380 380 380
.1 .3
Left Levee Station= 79.7 El evation= 298.84
Right Levee Station= 105.52 El evation= 298.75
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 6
INPUT
Description: Existiing Section (017-014)--Within Project Area
Station Elevation Data num= 27
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-45 298.18 5 297.65 11.2 297.5 13.3 296.94
14.2 296.13
17.1 295.42 19 295.03 20.3 294.4 21.5 293.97
22.7 293.68
23.2 293.31 23.6 293.31 24.6 293.2 25.1 293.25
25.8 293.39
27 293.68 27.7 293.7 28.8 293.89 29.7 294.09
30.6 294.37
32 294.79 33.3 295.2 35 295.79 36.3 296.37
38 296.91
41 297.94 91 298.44
Page 12
haithcockrev2.rep
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-45 .035 14.2 .032 36.3 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
14.2 36.3 190 190 190
.1 .3
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 5
INPUT
Description: Existing Sec tion (017-015)--W ithin Project Area
Station Elevation Data num= 37
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-8 303.76 2 303.26 10 302.87 14 302.09
17 302.35
20.3 300.07 25.8 297.57 29 297.15 31.5 296.59
35.8 296.57
38.5 296.31 40.1 295.79 41 295.28 41.5 294.37
42 292.73
42.6 292.5 43.4 292.5 44.4 292.5 45.3 292.54
45.7 292.5
47.2 292.71 47.7 292.77 49.1 292.87 49.8 292.69
50.4 292.69
51.5 292.51 52.5 292.41 53.8 292.69 54 294.26
55.1 295.79
56 296.4 57 296.91 58.8 297.05 61 297.15
64 296.87
66 296.93 116 297.43
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-8 .035 38.5 .032 56 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
38.5 56 290 290 290
.1 .3
CROSS SECTION RI VER: Middle Prong Ham
REACH: 1 RS: 4
INPUT
Description: Existing Sec tion (017-003)--Within Project Area
Page 13
haithcockrev2.rep
Station Elevation Data num= 19
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-49.5 298.38 .5 297.88 30 295.41 64.6 295.65
81.2 295.5
82 292.55 82.2 291.49 84.4 291.13 88.4 291.05
92.1 291
94.6 291.49 96.3 295.35 115.8 295.21 181 295.4
243 29.5.8
276 295.65 293.6 294.99 300.6 295.05 350.6 295.55
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-49.5 .035 81.2 .032 96.3 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
81.2 96.3 490 490 490
.1 .3
Left Levee Station= 64.51 Elevation= 295.66
Right Levee Station= 242.49 Elevation= 295.81
CROSS SECTION RI VER: Middle Prong Ham
REACH: 1 RS: 3
INPUT
Description: Existing Sec tion (017-016)-Within Pr oject Area
Station Elevation Data num= 27
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-48 294.85 2 294.35 14 294.24 22 294.36
24 294.43
25.5 294.22 26.7 293.65 27.8 292.93 28.4 292.57
29 292.28
29.6 292.18 29.9 292.02 30.7 291.8 31.3 291.86
32.5 291.89
33.5 291.87 34.7 291.86 36 292.02 38.6 292.07
39.3 292.43
39.8 292.97 40.1 293.41 41 295.11 43 294.96
45.5 294.74
48 294.81 98 295.31
Manning's n values num= 3
Sta n Val Sta n Val Sta n Val
-48 .035 24 .032 41 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
Page 14
haithcockrev2.rep
24 41 320 320 320
.1 .3
Left Levee Station= 23.98 Elevation= 294.43
Right Levee Station= 41 Elevation= 295.11
CROSS SECTION R IVER: Middle Prong Ham
REACH: 1 RS: 2
INPUT
Description: Existing Downstream Section (017-017) --approx.200' do
wnstream of
downstream property line
Station Elevation Data num= 25
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-45 293.76 5 293.26 12 293.12 18 293.39
25 293.73
29.8 293.54 31 293.22 32.5 292.47 34 291.7
35 291.44
35.5 291.25 36.1 291.07 37.3 291 38.3 291.1
39.4 291.25
40.5 291.36 41 291.74 41.8 292.08 42.7 293.43
44 294.02
46 293.42 49 293.2 54 293.37 57 293.72
107 294.22
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
-45 .06 25 .032 44 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff
Contr. Expan.
25 44 100 100 100
.1 .3
Left Levee Station= 24.99 Elevation= 293.73
Right Levee Station= 44 Elevation= 294.02
CROSS SECTION R IVER: Middle Prong Ham
REACH: 1 RS: 1
INPUT
Description: Furthest Ex isting Downstream Section (017-00 4)--appro
x. 300'
downstream of downstream property line
Station Elevation Data num= 19
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-49.45 293.41 .55 292.91 7 292.93 24 293.32
Page 15
haithcockrev2.rep
33.4 293.2
36.5 291.77 37.6 290.7 40.3 290.84 42.4 290.83
45.1 291.2
46.8 292.73 51.2 293.5 54.6 292.79 70 293.41
81 293.57
84 293 75 88 295 37 90.6 295.54 140.6 296.04

Manning's n Valu es num= 3
Sta n Val Sta n Val Sta n Val
-49.45 .06 33.4 .032 51.2 .035
Bank Sta: Left Right Lengths: Left Channel Right
Contr. Expan.
33.4 51.2 0 0 0
.1 .3
Left Leve e Station= 24 Elevation= 293.32
Right Lev ee Station= 51.2 Elevation= 293.5
SUMMARY OF MANNING'S N VALUES
River:Middle Prong Ham
Reach River Sta. nl
1 17 .15
1 16 .15
1 15 .15
1 14 .15
1 13 .15
1 12 .15
1 11 .15
1 10.5 Culvert
1 10 .035
1 9 .035
1 8 .035
1 7 .035
1 6 .035
1 5 .035
1 4 .035
1 3 .035
1 2 .06
1 1 .06
n2
.032
.032
.032
.032
.032
.032
.032
.032
.032
.032
.032
.032
.032
.032
.032
.032
.032
Coeff
n3
.035
.035
.035
.035.
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
Page 16
haithcockrev2.rep
SUMMARY OF REACH LENGTHS
River: Middle Prong Ham
Reach River Sta. Left Channel Right
1 17 150 150 150
1 16 630 630 630
1 15 40 40 40
1 14 335 335 335
1 13 70 70 70
1 12 40 40 40
1 11 110 110 110
1 10.5 Culvert
1 10 40 40 40
1 9 140 140 140
1 8 110 110 110
1 7 380 380 380
1 6 190 190 190
1 5 290 290 290
1 4 490 490 490
1 3 320 320 320
1 2 100 100 100
1 1 0 0 0
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Middle Prong Ham
Reach River Sta. Contr. Expan.
1 17 .1 .3
1 16 .1 .3
1 15 .1 .3
1 14 .1 .3
1 13 .1 .3
1 12 .1 .3
1 11 .3 .5
1 10.5 Culvert
1 10 .3 .5
1 9 .1 .3
1 8 .1 .3
Page 17

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/STING (fOfVDJ7_1C)A45
Frrnrc waminnc nnri NntP.S for Plan - Existing
Location: River: Middle Prong Ham Reach: 1 RS: 17 Profile: 1-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water i
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 17 Profile: 2-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning:
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 17 Profile: 100-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning:
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.
Warning:
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 16 Profile: 1-YR
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Location: River: Middle Prong Ham Reach: 1 RS: 16 Profile: 2-YR
Warning: Divided flow computed for this cross-section.
Warning:
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections. I
Location: River: Middle Prong Ham Reach: 1 RS: 16 Profile: 100-YR
Warning:
I
Grrnrc Wnrninac nnrf Nntac fnr Plan • FYistino (Continued)
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 15 Profile: 1-YR
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 j
or greater than 1.4. This may indicate the need for additional cross sections.
Location: River: Middle Prong Ham Reach: 1 RS: 15 Profile: 2-YR j
Waming: Multiple water surfaces were found that could balance the energy equation. The program selected
the water surface whose main channel velocity head was the closest to the previously computed
cross section.
Location: River: Middle Prong Ham Reach: 1 RS: 15 Profile: 100-YR
Warning:
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 14 Profile: 1-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
I Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 14 Profile: 2-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 14 Profile: 100-YR
Warning: I
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.
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Grrnre. Wnrninae nnri Nnfoe fnr Plan • FYictinv ((.nntinupd)
Location: River: Middle Prong Ham Reach: 1 RS: 13 Profile: 1-YR
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.
Location: River: Middle Prong Ham Reach: 1 RS: 13 Profile: 2-YR
Warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7
1
or greater than 1.4. This may indicate the need for additional cross sections.
Location: River: Middle Prong Ham Reach: 1 RS: 13 Profile: 100-YR
Warning:
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.
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 12 Profile: 1-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 12 Profile: 2-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 12 Profile: 100-YR
Warning:
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.
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 10 Profile: 1-YR
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.
Location: River: Middle Prong Ham Reach: 1 RS: 10 Profile: 100-YR j
Warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
Frrnrs Warnings and Notes for Plan : Existing (Continued)
additional cross sections.
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.
Location: River: Middle Prong Ham Reach: 1 RS: 9 Profile: 100-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
!warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 j
or greater than 1.4. This may indicate the need for additional cross sections.
Warning:
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 8 Profile: 1-YR
Warning: Divided flow computed for this cross-section.
Location: River: Middle Prong Ham Reach: 1 RS: 8 Profile: 100-YR
Warning:
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.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 7 Profile: 1-YR
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Location: River: Middle Prong Ham Reach: 1 RS: 7 Profile: 2-YR
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Location: River: Middle Prong Ham Reach: 1 RS: 7 Profile: 100-YR
Warning:
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.
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 6 Profile: 1-YR
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.
Location: River: Middle Prong Ham Reach: 1 RS: 6 Profile: 100-YR
Warning:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Location: River: Middle Prong Ham Reach: 1 RS: 5 Profile: 1-YR
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. j
r %AL.-..:...,...,.,A Aln+oc fn. PIOn • Fvic+ina /Cnn+innaril
Location: River: Middle Prong Ham Reach: 1 RS: 5 Profile: 2-YR
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.
Location: River: Middle Prong Ham Reach: 1 RS: 5 Profile: 100-YR
Warning: The energy equation could not be balanced within the specified number of iterations. The program
used critical depth for the water surface and continued on with the calculations.
Waming:
Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
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.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed-water surface was set equal to critical depth,
the calculated water surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program defaulted to critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 4 Profile: 1-YR
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.
Location: River: Middle Prong Ham Reach: 1 RS: 4 Profile: 2-YR
Warning:
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.
Location: River: Middle Prong Ham Reach: 1 RS: 4 Profile: 100-YR
Warning: I I
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.
Location: River: Middle Prong Ham Reach: 1 RS: 3 Profile: 1-YR
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.
Location: River: Middle Prong Ham Reach: 1 RS: 3 Profile: 2-YR
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
Location: River: Middle Prong Ham Reach: 1 RS: 3 Profile: 100-YR

Warning: I
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 2 Profile: 2-YR
Warning:
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 2 Profile: 100-YR
Warning:
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
Location: River: Middle Prong Ham Reach: 1 RS: 1 Profile: 2-YR
Warning: The parabolic search method failed to converge on critical depth. The program will try the cross
section slice/secant method to find critical depth.
haithcockrev2.rep
HEC-RAS Version 3.0.1 Mar 2001
U.S. Army Corp of Engineers
Hydrologic Engineering Center
609 Second Street, Suite D
Davis, California 95616-4687
[phone]
X
X
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
XXXXXXX 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 XXXXXX XXXX X X X X XXXXX
PROJECT DATA
Project Title: Hamer Creek at Haithcock Road
Project File : haithcockrev2.prj
Run Date and Time: 2/6/03 5:40:30 PM
Project in English units
Project Description:
Hydraulic Analysis for Stream Reconstruction
PLAN DATA
Plan Title: Proposed Conditions
Plan File : p:\mmb\ras\haithcockrev2.p07
Geometry Title: Proposed
Geometry File p:\mmb\ras\haithcockrev2.gO6
Flow Title Steady Flow Data
Flow File p:\mmb\ras\haithcockrev2.f01
Page 1
haithcockrev2.rep
Plan Summary Information:
Number of: Cross Sections = 16 Mulitple Openings = 0
Culverts = 1 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 only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Steady Flow Data
Flow File : p:\mmb\ras\haithcockrev2.f01
Flow Data (cfs)
River Reach RS 1-YR
2-YR 100-YR
Middle Prong Haml 17 82
250 1288
Middle Prong Ham1 2 89
2'74 1399
Boundary Conditions
River Reach Profile
stream Downstream
Middle Prong Hami 1-YR
Normal S = .00253
Up
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haithcockrev2.rep
Middle Prong Haml 2-YR
Normal S = .00253
Middle Prong Haml 100-YR
Normal S = .00253
GEOMETRY DATA
Geometry Title: Proposed
Geometry File p:\mmb\ras\haithcockrev2.g06
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 17
INPUT
Descript ion: Furth est Upstream Existing Section (017-005) --approx.
1320 '
upstr eam of Haithcock Road
Station Elevation Data num= 26
Sta Elev Sta Elev Sta Elev Sta Elev
Sta Elev
-47 308.74 3 308.24 10 308.26 17 308.45
20.8 308.63
21.8 308.13 22 307.12 22.4 307.02 24 306.42
25 306.22
25.6 305.81 26.5 305.51 27.4 305.18 29 304.89
30.9 304.86
33 304.8 34 305.18 34.5 305.98 34.9 307.02
35.4 307.12
36.2 307.53 39 307.93 42 307.55 47 307.41
55 307.5
105 308
Manning' s n Values num= 3
Sta n Val Sta n Val Sta n Val
-47 .15 20.8 .032 39 .035
Bank Sta: Left
Contr. Expan.
20.8
.1 .3
Left Levee
Right Levee
Right Lengths: Left Channel
39
16.99
39
150 150
Station=
Station=
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Right Coeff
150
Elevation= 308.45
Elevation= 307.93
haithcockrev2.rep
CROSS SECTION RIVER: Middle Prong Ham
REACH: 1 RS: 16
INPUT
Description: Existing Upstream Section (017-006)--approx. 1170' up
stream of
Haithcock Road
Station Elevation Data num= 30