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FLOOGIE MITIGATION SITE
?
RESTORATION PLAN
0
Prepared for.•
Environmental Banc & Exchange, LLC
909 Capability Drive, Suite 3100
Raleigh, NC 27606
Prepared by:
WK Dickson & Company, Inc.
3101 John Humphries Wynd
Raleigh, North Carolina 27612
[phone]
•
.Lne 2007
I . I NTRODUCTION ............................................................................................................... 1
• II. SrUDY AREA .................................................................................................................. 1
Physiography, Topography, and Drainage ...................................................................1
Soil Mapping ...............................................................................................................3
Wetland Delineation ...................................................................................................3
Protected Species ........................................................................................................ 3
III. GENERAL WATERSHED INFORMATION ............................................................................... 6
IV. BCISTING CONDITIONS ................................................................................................... 6
Existing Conditions of the Stream Channel ................................................................... 6
Existing Conditions of the Wetland Restoration Areas .................................................. 9
V. SrREAM RESTORATION PLAN .......................................................................................... 14
Restoration Summary ................................................................................................ 14
Reference Reach Analysis .......................................................................................... 15
Stream Hydrologic Analysis ....................................................................................... 18
Design Bankfull Discharge ........................................................................................ 20
Stream Hydraulic Analysis ......................................................................................... 21
Erosion and Sedimentation Analysis .......................................................................... 21
Aquatic Habitat Assessment ...................................................................................... 22
TypicalDesignSections .............................................................................................. 23
Longitudinal Profiles ................................................................................................. 23
? TYpical Details .......................................................................................................... 23
Channel Alignment and Meander Pattern .................................................................. 23
Riparian Buffer Restoration ........................................................................................ 23
VI. W ETLAND RESTORATION PLAN ...................................................................................... 23
Reference Wetlands Studies ...................................................................................... 23
Restoration Summary ................................................................................................ 25
Wetland Hydrologic Analysis .................................................................................... 26
Wetland Water Budget .............................................................................................. 28
Planting Plan .............................................................................................................32
Soils .......................................................................................................................... 32
VII. SIJCCESS CRITERIA ...................................................................................................... 33
Stream Restoration Success Criteria ........................................................................... 33
Wetland Restoration Success Criteria ......................................................................... 34
VIII. MONITORING ........................................................................................................... 34
Stream Restoration Monitoring .................................................................................. 34
Wetland Restoration Monitoring Summary ................................................................ 36
Remedial Actions ...................................................................................................... 37
IX. CONCLUSIONS ............................................................................................................ 37
• X. MFERENCES ................................................................................................................ 38
WK Dickson & Co., Inc.
Restoration Plan- Floogie Stream and Wetland Mitigation Site
List of Figures
i Figure 1. Project Vicinity Map ......................................................................................... 2
Figure 2. USGS Quad Map .............................................................................................. 4
Figure 3. Soils Map ..........................................................................................................5
Figure 4. Existing Stream Conditions ................................................................................ 8
Figure 5. Soil Borings Map .............................................................................................10
Figure 6. Existing Wetland Boundaries ...........................................................................12
Figure 7. Historical Rainfall Events ................................................................................. 28
Figure 8. East Wetland Restoration Hydrograph ............................................................ 31
Figure 9. West Wetland Restoration Hydrograph ........................................................... 31
List of Tables
Table 1. Floogie Site Mitigation Summary ........................................................................ 1
Table 2. Protected Species in Bertie County ................................................................... .. 3
Table 3. Summary of Existing Channel Characteristics .................................................... .. 9
Table 4. Morphometric Parameters of Reference Reaches and Design Reaches .............. 17
Table 5. Summary of Hydrologic Analysis ...................................................................... 20
Table 6. HEC-6T Results ................................................................................................ 22
Table 7. Coastal Plain SYnall Stream 9rvamp Restoration Planting Plan ............................ 32
Appendices
• Appendix A: Soil Boring Logs
Appendix B: Vegetation Survey
Appendix C: Hydrologic Analyses
Appendix D: Reference Reach Data
Appendix E: Stream Channel Hydraulics
Appendix F: Erosion and Sedimentation Analysis
Appendix G: Habitat Assessment Data
Appendix H: Design Plan
•
WK Dickson & Co., Inc.
Restoration Plan- Floogie Stream and Wetland Mitigation Site
• I. I NTRODUCTION
This report supports a design to restore 10,251 linear feet of Flat Swamp Creek and 25
acres of riverine wetlands at the Floogie Mitigation Site in Bertie County, North Carolina
(Table 1). The purpose of this project is to provide full delivery mitigation to the North
Carolina Ecosystem Enhancement Program (EEP) for impacts in Cataloging Unit 03010107
of the Lower Roanoke River Basin. The proposed stream restoration reach was disturbed by
historic channelization. The proposed wetland restoration area is primarily prior-converted
(PC) agricultural land drained by an extensive network of ditches. The Floogie Site has a
history of agriculture and timber production. Much of the site is currently used for row
crop production including cotton, soy beans, peanuts, and corn. The rest of the site is
woodlands or shrub/scrub areas.
The Floogie Site is located in Bertie County, North Carolina, 9 miles northeast of Windsor
(Figure 1). The property includes 104 acres located immediately southwest of SR 1348
(Browns School Road) and is accessed via a farm road that runs adjacent to the channel
(Flat Swamp Creek).
The objective of this project is to produce 11,325 stream mitigation units (SMU) and 25
riverine wetland mitigation units (WMU) by maximizing the improvement of riparian and
aquatic habitats and water quality through ecological restoration practices. The stream and
riverine wetlands restoration have been designed conjunctively. Overbank stream flows
will provide a portion of the hydrology for the wetlands. The proposed restoration project
• will provide multiple ecological and water quality benefits within the Roanoke River Basin.
Benefits include nutrient removal, sediment reduction, water storage, improved
groundwater recharge, improved in-stream and riparian habitat, and restored wetland
habitat. Due to wetland impact avoidance and minimization, 10,251 SMUs are produced
by the stream restoration design. This design results in 40 percent less wetland impacts
(7.61 acres to 4.55 acres) than the original concept while still providing significant
functional uplift to Flat Swamp Creek and adjacent wetlands.
Table 1. Floogie Mitigation Sum
? Wetland
Riverine wetland restoration 25.19 ac 1:1 25.19 1
Total: I 25.19 WMUs
? Stream
? Stream Restoration (Flat Swamp Creek) 10,251 If 1 1:1 10,251
Total: I 10,251 SMUs
11. STUDY AREA
PHYSIOGRAPHY, TOPOGRAPHY, AND DRAINAGE
The Floogie mitigation is located in the Lower Roanoke River Basin within North Carolina
Division of Water Quality (DWQ) sub-basin 03-02-10. The stream restoration area is in
hydrologic unit 03010107160050. The site is in the Coastal Plain Physiographic Province
and is underlain by marine sedimentary rocks of the Yorktown Formation. The Yorktown
•
WK Dickson & Co., Inc.
Restoration Plan - Floogie Stream and Wetland Mitigation Site
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• formation is predominantly fossiliferous clay that contains varying amounts of fine-grained
sand with concentrated lenses of bluish grey shell material (North Carolina Geologic
Survey, 1985). This formation is common for locations in the upper and middle sections of
the Coastal Plain province of North Carolina. The local topography is very flat with
elevations ranging from 38 to 55 feet above mean sea level (NAD 27) based upon U9GS
mapping (Figure 2) and recent topographic survey data.
The project will involve the restoration of Flat 9dvamp Creek, a tributary to Hoggard's Mill
Creek and adjacent riverine wetlands. The wetlands that will be restored consist of prior-
converted (PC) cropland and hydrologically altered shrub/scrub habitat that drain to Flat
9rvamp Creek. Flat 9rvamp Creek is listed as Class "C 9N" by the North Carolina Division
of Water Quality (DWQ). The primary classification "C" indicates waters that support
aquatic life and secondary recreational uses. The supplemental classification "9rv" is used
to denote srvamp waters which may have the natural characteristics of low velocity, low
dissolved oxygen, and low pH. Hoggard's Mill Creek discharges into the Cashie Pover
which was listed on the State's 303(d) list in 2004 for Fish Consumption due to mercury.
SOIL MAPPING
The property is located within the Wehadkee loam (We), frequently flooded, Rains sandy
loam (Ra), and Lynchburg sandy loam (Ly) soils assDciations. The NRCS mapped soils for
the site are shown in Fgure 3. Soils are described in detail in Section IV Existing
Conditions.
WETLAND DELINEATION
• A wetland delineation was performed utilizing the
(USACE, 1987). This delineation found that thi
jurisdictional due to artificial ditching and lower
wetlands include riverine wetlands along both sid(
described in detail in Section IV Existing Conditions.
routine on-site determination method
wetland restoration area was non-
ng of stream channel bed. Onsite
s of Flat 9rvamp Creek. Wetlands are
PROTECTED SpECIES
Table 2 lists the Bertie County species listed by the US Fsh and Wildlife Service as
protected or species of concern under the Federal Endangered SI)ecies Act. No suitable
habitat for the red-cockaded woodpecker (RCW) is present on the site. A review of Natural
Heritage Program database revealed two abandoned RCW colonies approximately one
mile west and south of the project boundary. No further protected species surveys are
anticipated.
Table 2. Protected Species in Bertie County
?
U
Scientific Name Common Name Federal Status
Ammodramus henslowii Eastern Henslow's sparrow Species of Concem
Corynorhinus (=Plecotus)
rafines uii Rafinesque's big-eared bat Species of Concern
Dendroica cerulea Cerulean warbler Species of Concern
Orconectes vir inianus Chowanoke cra ish Species of Concern
Picoides borealis Red-cockaded Woodpecker Endan ered
In an effort to promote a diverse wildlife community, three bat habitat structures are
proposed for the lower portions of the stream restoration corridor. These structures will
WK Dickson & Co., Inc.
Restoration Plan - Floogie Stream and Wetland Mitigation Site
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Note: Watero?t B un8arywas delipeated using LID R data and not SGS topo\,-\ •? -?^
,?
LEGEND
FIgUr@ 2. NCDOTRoads
USGS Quadrangle Map Stream
Existing Wetland Boundary
Floogie Site ? ProjectArea
- Potential Riverine
0 1,000 2,000 4,000 Wetland Restoration
Feet ? Watershed Boundary
GoA
?
Na GoA GoA
y Project Area
Gt
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Gt wetland Restoration Na
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EXA Exq o
GoA N
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GoA
ExA Existing Wetland Boundary
GoA Na
ExA
GoA
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Ly
ExA
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Na
Na

SOIL SERIES LEGEND
Hydric Soils
Non-Hydric Soils GoA Goldsboro sandy /oam, 0 to 3% slopes Na Nahunta very fine sandy loam
ExA Exum very fine sandy loam, 0 to 2% slopes Gt Grantham silt loam Ra Rains sandy loam
Ly Lynchburg sandy loam WE Wehadkee loam, frequently flooded

Figure 3. LEGEND
• NCDOT Roads
Soils Map Stream GOA Soil Series and Phas
' Floogie Site Existing Wetland BoundaryQ ProjectArea
0 250 500 1,000 1,500 2,000 - Potential Riverine Proposed Stream
Wetland Restoration Restoration
Feet

• provide suitable roosting habitat for a variety of bat species including Rafinesque's big-
eared bat.
III. GENERAL WATERSHED INFORMATION
Flat 9rvamp Creek has a drainage area of 1,168 acres (1.83 mi2) at the upstream end of the
restoration area and 2,150 acres (3.36 mi2) at the downstream end of the project (Fgure 2).
The wetland restoration area has a drainage area of 1,456 acres (2.28 mi2). The dominant
land use within the watershed is agricultural production of crops including cotton, soy
beans, corn and timber; although some areas are woodlands.
The watershed is at the edge of the Roanoke River Basin immediately adjacent to the
Chowan River Basin. Drainage in the watershed is generally in a southerly direction. The
drainage pattern is dendritic and the drainage density is 0.93 mi/miz.
The watershed has very little relief with elevations ranging from 38 to 68 feet above mean
sea level (NAD 27). Wetland mapping indicates that wetlands cover a large portion of the
watershed (U.S Fsh and Wildlife Service, 2005). These conditions will likely cause the
watershed lag time to be long, i.e. it may respond slowly to hydrologic inputs resulting in
reduced peak flows and potentially prolonged periods of stormflow. Natural drainage
patterns throughout the watershed have been historically altered to drain wetlands and
promote agricultural production. There are numerous agricultural ditches on the project
property that are used to promote drainage. The ditches were constructed and streams
? were channelized to route water off the site, draining areas that were once wetland.
IV. EXISTING CONDITIONS
DCISTING CONDITIONS OF THE
S7REAM CHANNEL
Rat 9dvamp Creek flows across
the property in a southeasterly
direction and was historically
straightened and channelized
for the entire length of the
project site (Photo 1). The
channel planform through the
site is generally straight with
occasional bends of large radius
and short arc length. The
project reach has a very flat
gradient with an overall
measured slope of 0.0008 ft/ft.
The valley gradient along the
upper three fourths of the
project reach is approximately
•
WK Dickson & Co., Inc.
Restoration Plan - Floogie Stream and Wetland Mitigation Site
Photo 1. Typical channelized condition of Flat Swamp
Creek
• 0.0015 ft/ft. The lower portion of the project reach has a valley gradient of approximately
0.0005 ft/ft.
Bedforms are generally absent but there are occasional shallow pools. Bedforms of this
nature are common in Coastal Plain sand bed channels. The stream bed and banks are
comprised almost entirely of sand and silt The floodplain consists mostly of crop lands
along the upstream portion of the project and forest and herbaceous gras9es along the
downstream section. 6itrenchment ratios for the project reach range from large to very
large (1.6) in the upstream section to nearly 1 near the downstream end. This indicates that
during channelization, the upstream portion of the stream was dug exceedingly deep to aid
in draining the adjacent wetlands. The stream has been classified as a predominantly E5
stream type using the FZosgen stream classification system (Rpsgen, 1994). The design
reach has been separated into four distinct sections which are described below and shown
in Figure 4. Channel characteristics are summarized in Table 3.
Reach 1
The upstream section of the subject stream, Reach 1, begins at the culvert under Browns
School Road, approximately 8,950 feet downstream of the origin of the channel. FZeach 1
has a drainage area of 1,381 acres (2.16 mi2) at the downstream end. This 1,930 foot
section of channel is very straight (sinuosity = 1.05) and has a low gradient of 0.002 ft/ft.
Reach 1 flows beside active crop land on the western side and cutover woody vegetation
on the eastern side of the stream. This portion of the stream has an average cross-sectional
area of approximately 70.0 ft2 at the top of bank. Bankfull stage was estimated using North
Carolina Coastal Plain regional curves (Doll, et al., 2003) resulting in a bankfull cross-
? sectional area of 24.1 ft2 and a bank height ratio of 1.6. These values indicate that the
reach is quite incised. The bed material along Reach 1 is medium sand (Dso = 0.25 mm).
A quantitative aquatic habitat assessrnent of Reach 1 and Reach 2 found that 15.47 cubic
inches of woody debris per linear foot were present in pool habitats and 5.56 cubic inches
of woody debris per linear foot were present in shallow habitats.
Reach 2
Reach 2 of the existing stream is immediately downstream of Reach 1 and is 1,920 feet
long. This reach has a drainage area of 1,482 acres (2.31 mi2) at the downstream end. This
reach has a low sinuosity (1.03) and very flat (gradient = 0.001 ft/ft). Reach 2 flows beside
fields that consist of mostly shrubs, small woody vegetation, and herbaceous grasses on the
western side and woody vegetation on the eastern side. Average cross-sectional area at the
top of bank is approximately 47.7 ft2. The estimated bankfull stage results in a cross-
sectional area of 25.3 ft2 and a bank height ratio of 1.3 indicating that this reach is slightly
incised. The bed material along Reach 2 is fine sand (Dso = 0.063 mm). A quantitative
aquatic habitat assessment of Reach 1 and Reach 2 found that 15.47 cubic inches of woody
debris per linear foot were present in pool habitats and 5.56 cubic inches of woody debris
per linear foot were present in shallow habitats.
Reach 3
The third section of the existing stream, Reach 3, begins immediately downstream of Reach
2 and extends 1,820 feet to an unnamed tributary that flowsfrom the east into Flat 9rvamp
Creek. Reach 3 has a drainage area of 1,616 acres (2.53 miZ). The reach has low sinuosity
(1.12) and a very low gradient (0.001 ft/ft). This reach flows through mid-successional
• bottomland hardwood forest on both sides of the channel. The right stream bank (western
WK Dickson & Co., Inc.
Restoration Plan - Floogie Stream and Wetland Mitigation Site
0 250 500 1,000 1,500 2,000
Feet
• side) is immediately adjacent to a road bed. This reach has an existing cross-sectional area
of approximately 24.9 ft2 to the top of bank. The estimated bankfull stage results in a cross-
sectional area of 26.8 and a bank height ratio of < 1.0. These values indicate that the
reach is slightly undersized. The bed material along Reach 3 is medium sand (Dso = 0.25
mm). A quantitative aquatic habitat assessnent of Rsach 3 and Reach 4 found that 62.52
cubic inches of woody debris per linear foot were present in pool habitats and 45.21 cubic
inches of woody debris per linear foot were present in shallow habitats.
Reach 4
The downstream reach, Reach 4, begins at the unnamed tributary confluence and continues
for 2,548 feet to a confluence with a second unnamed tributary which enters from the west.
The drainage area for this reach is 2,148 acres (3.36 mi2). Reach 4 flows through the same
mid-successional bottomland hardwood forest as Reaach 3 and has the road bed adjacent to
the right bank. It has a sinuosity of 1.14 and a gradient of essentially zero. This reach has
an existing cross-sectional area of approximately 35.9 ft2 at the top of bank. The estimated
bankfull stage results in a cross-sectional area of 32.3 and a bank height ratio of 1.1.
Therefore, this reach appears to be slightly incised. The bed material along Reach 4 is
medium sand (D50 = 0.25 mm). A beaver dam has been built at the end of this section
approximately 700 feet north of the unnamed tributary flowing into the main channel. A
quantitative aquatic habitat assessment of Reach 3 and Reach 4 found that 62.52 cubic
inches of woody debris per linear foot were present in pool habitats and 45.21 cubic
inches of woody debris per linear foot were present in shallow habitats.
?
Table 3. 5ummarv of Existinq Channel Characteristics

Reack

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Dto?nage
Ar" Ac

Eross ,304, '
Araa ftz , ??;?
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MX1 ,?
t ? f

t. Benk - ?
;yHetght .°Slope
Ratio .` ? Slnuosl tft/ft

D50
mm w

? Do?rX? ?q
Poolls,
inIh woAay

?DQbrts M
?Shallows
in'A
1 1,381 70.0 1,930 1.6 1.05 0.002 0.25 15.47 5.56
2 1,482 47.7 1,920 1.3 1.03 0.001 0.063 15.47 5.56
3 1,616 24.9 1,820 P1.0 1.12 0.001 0.25 62.52 45.21
4 2,148 32.3 2,548 1.1 1.14 0.00 0.25 62.52 45.21
BCISTING CONDITIONS OF WETLAND RESTORATION AREAS
The existing conditions of the wetland restoration area consist of two separate components:
prior converted (PC) farmland and a clear-cuUpine plantation area. In order to effectively
characterize existing habitats, a series of data points was established consisting of: soil
boring, hydrologic assessnent, and vegetation assessrnent (Fgure 5). Soil Boring Logs are
located in Appendix A.
40
WK Dickson & Co., Inc. 9
Restoration Plan - Floogie Stream and Wetland Mitigation Site
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LEGEND
? Flgure 5. NCDOTRoads
Soil Borings Map Proposed Stream
Restoration
Floogie Site ? ProjectArea
?
0 250 500 1,000 Soil Boring
Feet O Groundwater
Gauges
0
Prior Converted (PC) Farmland
During field investigations the
existing PC farmland was
producing corn (Photo 2).
Drainage for the fields is
mai ntai ned through an
extensive network of drainage
ditches typically four feet deep
and six feet wide.
Soilswithin the PC farmland are
mapped as Wehadkee loam
(We), frequently flooded, and
Rains sandy loam (Ra) soils
associations. Wehadkee soils
are primarily located throughout
Photo 2. Corn planted in PC field the eastern portions of the
cultivated fields. These soils are
nearly level, poorly drained, and located on floodplains of major rivers and tributaries.
Rains soils are primarily located throughout the western portion of the cultivated fields.
These soils are nearly level, poorly drained, and located in shallow depressions and on
smooth ridges. Both soils series are listed on state and federal hydric soils listings.
Six sflil auger borings were advanced within the PC farmland. Soil profiles within this area
• typically met the 173: Depleted Matrix hydric soil indicator. A typical soil profile within this
area displayed a dark grayish brown (2.5 Y 4/2) sandy loam matrix within the upper 7
inches of the plow layer. Soils below the plow layer displayed a light gray (5Y 7/2) sandy
loam matrix with common distinct olive yellow (2.5 Y 6/6) mottles from 7 to 20 inches in
depth. Soils below 20 inches displayed a light brownish gray (10 YR 6/2) sandy clay loam
matrix with common distinct strong brown (7.5 YR 5/8) mottles. Additionally, depth to
water table was observed to be between 6 and 42 inches at each soil auger boring. This
Photo 3. Clear-cut/pine plantation area
variation occurs because
water table depth is related to
elevation and distance to the
nearest ditch.
Clear- Cut/Pine Plantation
Area
The clear-cut/pine plantation
area (Photo 3) is located 9outh
and east of the PC farmland
and has recently been logged.
This portion of the wetland
restoration area consists of
two vegetative communities
that are dominated by
herbaceous and shrub species.
These communities were
0
WK Dickson & Co., Inc. 11
Restoration Plan - Floogie Stream and Wetland Mitigation Site

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Figure 6. LEGEND
.
' Existing Wetland Boundaries NCDOTRoads
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g
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Pro)ectArea
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• identified as primarily wetland habitat within the undrained portions of the clear-cut area
and as a drained or dry shoulder area.
Wetlands
The clear-cut/pine plantation areas contain jurisdictional wetlands due to a lack of ditching
and hydrophytic vegetation. Wetland delineations have been completed to confirm
boundaries (Fgure 6). The wetland delineation for the entire site was field verified by Bill
Biddlecome of the US Army Corps of Engineers Washington Feld Office on 13 March
2007 and a final wetland delineation map was prepared. Vegetation within the wetland
areas consists of mostly herbaceous obligate facultative-wetland species including
smartweed (Po/ygonum pennsy/anicum), soft rush (.Lncus effusus), giant cane (Arundinaria
gigantea), sedges (Carex spp.), asters (Aster spp.), royal fern (Osmunda regalis), netted chain
fern (Woodwardia areolata), greenbrier (9r?ilax rotundifolia), and wool grass (Scripus
cyperinus). A less dominant shrub layer contains pokeweed (Phyto/acca sp.), black willow
(Salix nigra), and blackberry (Rubus argutus). Additionally, few saplings were present
including red maple (Acer rubrum), swamp chestnut oak (Quercus michauxii) and tulip
poplar (Liriodendron tulipifera). Soils within the eastern portions of this area are mapped as
Wehadkee, frequently flooded. Typically, these soils displayed the A8: Muck Presence
hydric soil indicator within the surface layer. Soils contained a black (10YR 2/1) mucky
clay matrix within the upper 21 inches of the soil surface. At the time of the field
investigations, pockets of standing water and water stained leaves were observed
throughout the wetland areas. Additionally, a shallow water table at 6 inches was observed
in auger holes.
. The riparian forest along Reach 3 and Reach 4 was systematically sampled to quantify the
species present, size distribution, and density. This vegetation survey is presented in
Appendix B.
Drained, Dry Shoulder Areas
This vegetation community is found along the stream channel and existing ditches. It
generally contains fewer wetland species, indicating subsurface drainage and lack of
wetland hydrology due to adjacent ditches. Dominant species include: southern lady fern
(Athyrium filix femina), sensitive fern (Onoc/ea sensbilis), soft rush, deer tongue
(Dichanthelium clandestinum), and grape vine (Vitis rotundifolia) A less dominant shrub
layer consists of Japanese honeysuckle (Lonicera japonica) and blackberry. Additionally,
various saplings were present including red maple, sweetgum (Liquidambar styraciflua),
white oak (Quercus a/ba), and tulip poplar. This plant community is generally facultative
and does not include obligate wetland species.
Soils in the western portion of the clear-cuUpine plantation area are mapped as Rains sandy
loam. A typical soil profile displayed a black (10YR 2/1) mucky clay matrix from 0 to 8
inches, which also met the A8: Muck Presence hydric soil indicator. However, soil
horizons below the surface layer did not have a hydric soil indicator and were more typical
of drained soils. From 8 to 15 inches soils displayed a mixed matrix of black (5Y 2.5/1) and
a strong brown (7.5YR 5/8) clayey sand with few yellowish red (5YR 5/8) mottles. Soils
from 15 to 38 inches also displayed a mixed matrix of strong brown (7.5 YR 5/8) and a light
yellowish brown (2.5 Y 6/4) sandy clay. Additionally, the water table was not encountered
within 41 inches of the surface.
•
WK Dickson & Co., Inc. 13
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• Disturbed ScrublShrub
The portion of the wetland restoration area, referred to as disturbed shrub/scrub, is located
east of the existing stream channel outside of the dry shoulder area. No ditching was
constructed within this portion of the wetland restoration area. The disturbed shrub/scrub
habitat was clear cut several years ago and consists of mostly shrubby and herbaceous
vegetation with few mature trees. The dominant shrub layer consists of blackberry,
..apanese honeysuckle, groundsel (Baccharis halimifolia), southern wild raisin (Vibrunum
nudum) and tulip poplar saplings. The herbaceous layer includes aster, grape vine,
sensitive fern, soft rush, southern lady fern, cinnamon fern (Osnunda cinnamomea), wool
grass, giant cane, and netted chain fern. The less dominant tree layer includes sweetgum
and red maple.
Soils within this area are mapped as loam, frequently flooded and Lynchburg sandy loam
soils series. Lynchburg (Ly) soils are nearly level, somewhat poorly drained and located on
smooth ridges and shallow depressions. Lynchburg soils are also listed on state and federal
hydric soils listings.
Nine (9) soil auger borings were completed throughout the stream channel corridor. Based
on these observations, soils typically displayed a F3: Depleted Matrix hydric soil indicator.
A typical profile contained a dark brown (7.5 YR 3/2) loam matrix from 0 to 8 inches. From
8 to 20 inches soils displayed a grayish brown (2.5Y 5/2) silty clay matrix with common
distinct yellowish brown (10 YR 5/8) mottles and common prominent yellowish red (5YR
5/8) mottles. Soils from 20 to 40 inches displayed a grayish brown (2.5Y 5/2) sandy clay
matrix with common distinct yellowish brown (10YR 5/8) mottles and many prominent
. strong brown (7.5 YR 5/8) mottles. Additionally, depth to water table along this corridor
was observed between 24 and 39 inches below ground surface although much of this area
was delineated as wetland.
V. STREAM RESTORATION PLAN
n
l.?J
The goal of the stream restoration portion of the project is to restore 10,251 linear feet of
existing stream channel to an approximation of a natural condition while providing for
channel stability, improved habitat, and appropriate hydraulic and sediment transport
function. Additionally, wetland impact avoidance and minimization was a goal to facilitate
the regulatory process. Once constructed, the restoration will increase the planform
sinuosity of the channel; restore natural cross-sectional dimensions; provide in-stream
habitat in the form of woody debris, pools, and bank vegetation; restore a forested riparian
buffer; and connect the stream to the floodplain. Forested riparian buffers will be
established to have widths of at IeaSt 50 feet on each side of the restored stream channel.
The result will be 10,251 linear feet of stream restoration.
FtESTORATION SI1MMARY
Natural channel design techniques have been used to develop the restoration designs
described in this document. The reference reach design method was determined to be
appropriate for this project because the watershed is rural, the causes of disturbance are
known and have been abated, and there are no infrastructure constraints. The original
design parameters were developed from reference stream data and applied to the subject
stream. The parameters were then analyzed and adjusted through an iterative process as
WK Dickson & Co., Inc. 14
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• necessary using analytical tools and numerical simulations of fluvial processes. The designs
presented in this report provide for the restoration of natural Coastal Plain sand-bed
channel features and stream bed diversity to improve benthic habitat. The proposed design
will allow flows that exceed the design bankfull stage to spread out over the floodplain and
provide a portion of the hydrology for the restored riverine wetland.
In Reaches 1, 2, and 3 large portions of the existing stream will be filled using material
excavated from the restoration channel. However, many segments will be left unfilled to
provide habitat diversity and flood storage. Native woody material will be installed
throughout the restored reach to reduce bank stress, provide grade control, and increase
habitat diversity. Reach 4 habitats and stream function will be restored by removing an
adjacent road bed and hydraulic barrier, installing woody debris habitat, installing grade
control structures, and creating pool habitat. Reach 4 restoration will retain the existing
planform.
Forested riparian buffers will be established along the project reach to have widths of at
least fifty feet on both sides of the channel. An appropriate riparian plant community will
be established to develop multiple strata and a diverse mix of species. Replanting of native
species will occur where the existing buffer is impacted during construction of the
downstream end of the project.
REFERENCE REACH ANALYSIS
Standard field methods were used to obtain geomorphic data from a reference stream.
Measurements included longitudinal profiles, cross sections, and bulk sampling of channel
• sediments. Calculations of hydraulic geometry based on field indicators of bankfull stage
for the reference reaches correlated well with regional curve for the rural North Carolina
Coastal Plain (Doll et al., 2003). A quantitative aquatic habitat assessment was also
performed to measure the
volume of woody debris and
area of fish cover.
Reference reach data were
collected from a bottomland
hardwood swamp system
located approximately 4.0
miles from the project site
(Photo 4). This swamp run is
an unnamed tributary to
Eastmost 9dvamp. This
reference reach was selected
due to its apparent physical
stability and proximity to the
mitigation project. The
reference reach exhibits the
following characteristics:
• Undisturbed stable reach;
• A geomorphically active floodplain that is hydrologically connected to the stream;
•
WK Dickson & Co., Inc. 15
Restoration Plan - Floogie Stream and Wetland Mitigation Site
Photo 4. Reference reach: UT to Eastmost Swamp
• • Sinuosity of approximately 1.4;
• Healthy riparian forest buffer;
• Location within the same physiographic and meteorological region as the project
site;
• Channel bed and bank materials of fine sand and silt comparable to the project site.
•
Table 4 describes the stream restoration design parameters derived from the reference
reach. Appendix D provides additional Reference Reach data.
•
WK Dickson & Co., Inc. 16
Restoration Plan - Floogie Stream and Wetland Mitigation Site
•
•
Table 4. Morphometric parameters of Reference Reaches and Design Reaches

PanmeUr ?wq cona.
Reseh 1 Eawrq cwa.
Raeh 4 Ea.nrq cora.
Reuh 9 Ewaug cw?a.
Ibaeh 4 wr.?.no. (ur ro
Easfmost Swiep)
?? R°kh 7
Dealgi Reech Y
Daslpn Rsaeh ? o..ieo R..on •
(Main Chennel)
Stream T e E5 E5 E5 E5 C5 C5 CS ES ES
Draina e Area (sq mi 2.16 2.32 2.53 3.36 123 2.16 2.32 2.53 3.36
Min Bankfull Xsee Area, Abkf s ft 17.20
Max Bankfull Xsee Area, AbM s ft 12.10
Bankfull Xsec Area, Abkf s ft 24.74 25.30 26.79 32.31 11.65 24.14 25.30 28.79 32.31
Min BankTull Width, Wbkf ft 14.00
Max Bankiull Width, WbM ft 75.00
Bankfull Width, Wbkf ft 9.90 11.50 10.30 17.20 14.50 78.38 18.82 79.37 1720
Bankiull WID 3.96 5.00 429 8.19 1420 14.00 14.00 14.00 8.19
Min Bankiull Mean De th, Dbkf ft 0.70
Man Bankfull Mean De th, Dbkf ft 0.90
BanMull Mean De th, Dbkf ft 2.50 2.30 2.40 2.10 0.80 1.31 1.34 1.38 2.10
Min Bankiull Max De th, Dmax fl 7.50
Max BankTull Max Da th, Dmex R 1.50
Bankfull Max De th, Dmax ft 3.40 3.10 5.00 3.10 1.50 2.50 2.58 2.63 3.10
Min Dmax:Dbkf 2.14 2.14 2.14 2.14
Max Dmax:DbM 7.67 1.67 1.67 1.87
A Dmax:DbM 1.36 1.35 2.08 1.48 1.90 1.90 1.90 1.90 1.48
Av RiHle len th flHt : 10.33
Pool-Pool ad fl: 26.00 32.96 33.75 34.67 30.79
PoolFOOI s acin idth Ratio fUfl : 1.79 1.79 1.79 7.79 1.79
Pool width (fl): 14.05 18.38 18.82 19.37 1720
Pool width/ Width Ratb (Nft): - - - - 0.97 1.00 1.00 1.00 1.00
Av Pool len th (R/R): 17.72 22.47 23.00 23.67 21.02
Av Pool len th Ratio (ftlft): 122 122 122 1.22 1.22
Av Pool de th ft: - - - - 1.20 1.97 2.02 2.07 3.15
Pool depthlBF de M(ft : - - - - 1.50 1.50 1.50 1.50 1.50
Max Pool depth (ft): 2.06 3.38 3.46 3.56 5.41
Min Meander Len th, Lm R) 98.00 12425 12720 130.92
Max Meander Le th, Lm (ft) 135.00 171.16 17522 180.30
Meander Len M, Lm (ft) 116.50 147.70 15727 155.57
Min Meander Len Ratio, LmNVbM 6.76 6.76 6.76 6.76
Max Meander Lan Ratio, LmlWbkf 9.31 9.31 9.31 9.31
Meander Len Ratio, Lm/Wbkf 8.03 8.03 8.03 8.03
Min Radlus of Curvature, Rc fl 14.40 18.26 18.69 19.17
Max Radius of Curvature, Rc (ft) 21.60 27.39 28.04 28.86
RadlusofCurvaWre,Rc (ft) 18.00 22.82 23.36 24.01
Min Rc Ratlo, RrJWbM 0.99 0.99 0.99 0.99
Max Rc Ratio, Rc/WbM 1.49 1.49 1.49 1.49
A RcRatio,RGWbM 1.24 1.24 1.24 124
Min Belt WIdM, Wbll (ft) 30.80 39.05 39.98 47.06
Max Bett Width, Wblt (ft) 68.40 86.72 88.78 97.47
A BaN Width, Wblt (ft) 49.60 62.88 64.38 6623
Min MW Ratb, WbIVWbM (ft) 2.12 2.12 2.12 2.12
Max MW Ratio, WbIVWbkf (ft) 4.72 4.72 4.72 4.72
MW Ratio, WbIVWbkf (ft) 3.42 3.42 3.42 3.42
Sinuosity, K 1.05 1.02 1.12 1.14 1.42 1.42 1.42 1.42 1.74
Valle SI e, Sval (NR) 0.00421 0.00140 0.00120 0.00050 0.004214 0.00140 0.00120 0.00180 0.00050
WS Slo 0.00051 0.0012 0.00063 0.00024 0.002800 0.00150 0.00140 0.00160 0.00024
Channel Slope, Schan=SvaUK (ft/ft) 0.00200 0.0010 0.00170 0.00044 0.003200 0.00099 0.00085 0.00127 0.00044
Volume at Wood Debris in3/I 6.5 6.5 57.3 57.3 209.6 426.2 470.8 314.5 342.2
Channel Particle Sizes (mm):
D16 0.063 0.053 0.053 0.053 0.25 0.063 0.053 0.053 0.053
035 0.250 0250 0.063 0.063 0.50 0.250 0.250 0.063 0.063
D50 0250 0.063 0.250 0.063 0.50 0250 0.063 0.250 0.063
D84 0.500 0250 0250 0.250 0.50 0.500 0.250 0250 0.250
D95 1.00 0.500 0.500 0.500 0.50 1.00 0.500 0.500 0.500
Veloci u) (ips) 120 123 127 1.39 1.65 12 12 7.3 1.4
Dischar e Q 29.0 31.00 34.0 45.0 792 29.0 37.0 34.0 453
•
? S7REAM HYDROLOGIC ANALYSIS
Hydrologic analyses were performed for the Floogie Site using five different methods to
determine and validate the design bankfull discharge and adjust channel geometry
appropriately to provide regular flooding of the restored wetland. The use of various
methods allows for comparison of results and eliminates reliance on a single model. Peak
flows (summarized in Table 5 at the end of this section) and corresponding channel cross-
sectional areas were determined using the following methods:
• USArmy Corpsof Engineers' Hydrologic Modeling *stem (HEC-HMS)
• SCS Curve Number Method (HEC-1)
• Flood frequency analysis for regional USGS gauge stations
• USGS regional regression equations for rural conditions in the Coastal Plain
• NC Regional Curves for the Coastal Plain
Appendix C contains documentation of the hydrologic analyses.
HEC-HMS
Evaluations were made at the downstream limits of the design reach and its contributing
tributaries. The US Army Corps of Ehgineers' Hydrologic Modeling C)rstem ( HEC-HMS)
was used to simulate the precipitation-runoff processes of watershed systems using two
modules: a basin model and meteorological model. These models were then used to
calculate the peak discharge for the entire watershed based on design storms, a weighted
curve number developed for the watershed, and a calculated time of concentration. The
model was developed by subdividing the entire watershed into three subbasins and their
• corresponding reaches. Each subbasin was modeled using its own characteristics and flood
frequency storms to predict precipitation entering the system.
Each subbasin and its corresponding reach were modeled by pairing a precipitation process
and a runoff process. The Muskingum-Cunge 8-Point method was used to calculate flow
for the channel. The channel is described in the model with eight station-elevation
coordinates for each cross-section. The representative cross sections used in the model
were created from data collected in the field. The lag method was used to model the
tributary (units are in minutes). The lag method routes channel flow with translation and
no attenuation. Lag was found by calculating the mean velocity using Manning's velocity
equation:
(1) V--1.49(W3 x S')/n
0
Where V= Mean velocity (ft/s), R= Hydraulic radius (ft), S= Slope in subbasin (ft/ft), n=
roughness coefficient.
Topographic data obtained from the North Carolina Department of Transportation
(NCDOT) were used to determine the time of travel through the system. The calculated
mean velocity was 3.3 ft/s and lag time was 33 minutes.
Several methodswere used to model each subbasin but the key method used in HEC-HMS
was the 9CS Curve Number method, which estimates total excess precipitation for a storm
based on cumulative precipitation, soil cover, land us8, and imperviousness. Weighted
WK Dickson & Co., Inc. 18
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• curve numbers were calculated for each subbasin. Each subbasin was divided into areas
according to land use and with each land use there is a corresponding curve number. The
weighted curve number is calculated by:
(2) CeW= (2: G*A;)/Ar
Where CaW=Weighted curve number, G= Curve number of land use, Ai= Area of land use
in subbasin (ac), At=Total area of subbasin (ac).
Several runoff methods were paired with an infiltration method. The key runoff method
used was the 9CS Unit Hydrograph developed by the Natural Resources Conservation
Service and based on empirical data from small agricultural watersheds across the US. The
only parameter needed for this method is the 9CS lag time in minutes. The lag time is
found by calculating the time of concentration and multiplying it by 0.6. Time of
concentration is calculated by:
(3) Tc=(L3/H)o.aas/128
Where Tc = Time of concentration (min), L= Length in subbasin from highest point to
lowest point (ft), and H= Change in elevation in subbasin (ft).
A 2-year return interval was modeled for comparative purposes and resulted in higher flows
in some cases than the other methods used in this analysis.
SCS Curve Number Method (HEC-1)
• The US Army Corps of Engineers developed HEC-1 as a flood hydrograph package that
simulates the precipitation-runoff processes of a watershed. HEC-1 requires a set of input
parameters which specify the particular components the physical processes modeled. Both
a 1-year storm and a 2-year storm were evaluated with this model.
USGS Regression Equations
U9GS regression equations estimate the magnitude and frequency of flood-peak discharges
(Pope, et. al., 2001). The regression equations were developed from gauge data in different
physiographic regions of North Carolina. For this analyss, there was only concern for the
2-year return interval. The equation for the rural Coastal Plain is:
(4) Q2=64.7*(DA)o.171
Where Q2=2-year peak discharge (ft3/s) and DA=drainage area (miZ).
USGS Stream Gauge Analysis
Rood frequency analysis was completed for the study region using historic gauge data on
all nearby U9GS gauges with drainage areas less than 9,600 acres (15 mi2) which passed
the Dalrymple homogeneity test (Dalrymple, 1960). This is a subset of gauges used for
USGS regression equations. Regional flood frequency equations were developed for the 1-,
1.5-, and 2-year peak discharges based on the gauge data. Discharges were then computed
for the design reach. These discharges were compared to those predicted by the discharge
regional curve and USGS regional regression 2-year discharge equations.
•
WK Dickson & Co., Inc. 19
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• Regional Curve Regression Equations
The North Carolina Coastal Plain regional curve for discharge (Doll et al, 2003) was used to
predict the bankfull discharge for the site. The discharge regional curve predicted flows
that are very similar to those predicted by the 1-year USGS regression equation. The 1.5-
year regional flood frequency equation predicted considerably higher discharges. The
regional curve equation for discharge is:
•
•
(5) Qbkf=16.56*(DA)0-72
Where Qbkr=bankfull discharge (ft3/s) and DA=drainage area (mi2).
The fact that the regional curves predict flows similar to the 1-year flood frequency analysis
indicates that the bankfull flows occur in the region with a frequency of approximately one
year. The developers of the Coastal Plain regional curves report an average recurrence
interval of 1.12 years for the gauged streams included in their study (Doll et al., 2003).
Table 5. Summarv of Hvdroloaic Analvsis
All discharge values are in cfs
DESIGN BANKFULL DISCHARGE
Based on the hydrologic analysis described above, a design bankfull discharge of 45.0
cubic feet per second was setected which will have a recurrence interval of approximately
1 year. This discharge will cause frequent flooding of the restored wetlands (a 1-year
recurrence interval indicates nearly a 100% chance of occurrence each year). This
discharge was selected based on the following rationale:
• The HEC-1 model for the 1-year storm produced a discharge of 64.0 cfs. Because
of the character of the project watershed, HEC-1 may over-estimate discharge.
• The U9GS gauge analysis for the 1-year discharge produced a value somewhat
lower than HEC-1 and very comparable to the Coastal Plain regional curve bankfull
discharge.
• The U9GS gauge analysis produced a 2-year discharge very similar to the U9GS
regional regression equations further validating the 1-year discharge frorn the gauge
analysis.
• The four HEC-HMS methods evaluated produced various 2-year discharges, the
average of which is 131.5 cfs. This average is comparable (slightly lower) than
results from all other methods for 2-year discharge.
WK Dickson & Co., Inc. 20
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• STREAM HYDRAULIC ANALYSIS
A hydraulic analysis was perFormed to confirm that the restoration design results in a
channel that will convey the design discharge and provide for frequent flooding of the
adjacent riverine wetlands. Channel characteristics including cross-sectional dimension,
slope, and roughness, were used to analyze and adjust design parameters calculated by the
reference reach approach.
HEC-RAS was used to perform the hydraulic analysis. This model is a hydraulic model
developed by the USArmy Corps of Engineers' Hydrologic 5igineering Center to perform
one-dimensional steady and unsteady flow calculations. The model uses common
geometric data (cross-sections) and hydraulic computation routines.
Design cross-sectional dimensions determined through the reference reach approach were
evaluated using the channel design functions within the HEC-RAS Model (Version 3.1.3).
The cross-sectional dimensions for reaches 1 through 3 were iteratively adjusted based on
the model results to produce a channel design that will flood the adjacent restored
wetlands frequently enough. Model results are presented in tabular format in Appendix E
The results are organized by reach, discharge, and station number and include water
surface elevation, velocity, flow area, stream power, shear stress, and maximum channel
depth. Appendix E also includes graphical representations of typical profiles and cross-
sections of each reach.
• EROSION AND SEDIMENTATION ANALYSIS
An erosion and sedimentation analysis was performed to confirm that the restoration design
creates a stable sand bed channel that will neither aggrade nor degrade over time. While
the use of relatively simple equations may work in estimating entrainment for gravel bed
streams, these equations are not as effectively applied to sand bed channels in which the
entire bed becomes mobile during geomorphically significant flows including the bankfull
discharge. Therefore, more sophisticated modeling techniques were used to analyze the
stream design for this project. The following methods and functions were employed during
the sediment transport analysis:
Stable Channel Model (SAMwin) - Copeland Method
HEC-6T
SAMwin
Design cross-section dimensions as determined from the reference reach approach were
evaluated using the stable channel design functions within the SAMwin Model (Version
1.0) and ajustments were made as necessary. These functions are ba9ed upon the methods
used in the SAM Hydraulic Design Package for Channels developed by the USACE
Waterways Experiment Station. The Copeland Method was developed specifically for sand
bed channels (median grain size restriction of 0.0625 mm to 2 mm), and was therefore
selected for application at the Floogie site. The method sizes stable dimensions as a
function of slope, discharge, roughness, side slope, bed material gradation, and the
inflowing 9ediment discharge. Results are presented as a range of widths and slopes, and
•
WK Dickson & Co., Inc. 21
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• their unique solution for depth, making it easy to adjust channel dimensions to achieve
stable channel configurations.
?
HEC-6T (Sedimentation in Stream Networks)
HEC-6T Version 5.13 is a one-dimensional sedimentation model designed to simulate and
predict changes in river profiles resulting from scour or deposition over moderate time
periods. The model simulates the capability of a stream to transport its sediment load,
given the yield from other sources. The method involves the analysis of a series of steady
flows of variable discharges and durations along with energy slope, velocity, depth, and
other variables at each cross-section. For this project, WK Dickson staff assessed the
watershed and channels upstream of the project site and used the revised universal soil loss
equation (RUSLE) to produce a sediment budget for the project. This sediment budget was
used to create a sediment rating curve that was input into the model. Potential sediment
entrainment, transport, and deposition rates were then computed by the model for each
section. The rates provide a volumetric accounting of sediment within each reach. Results
are presented in tabular format with a range of values in regards to the reach, discharge,
and station number. Table 6 shows the results for a range of flows and durations for each
reach. Scour and deposition of -0.42 to 0.17 feet are predicted. For reaches 1, 2, and 4 the
values are acceptable and within the expected error assumed by the model. Grade control
structures were added to prevent predicted degradation in reach 3. See Appendix F for
additional model output.
Table 6. HEC-6T Results
Reach Storm Discharge Duration Channel Bed
Event (cfs) (days) Adju stmen t (ft)
Reach 1 1-Year 29 10 -0.13 to 0.17
2-Year 117 1 -0.27 to 0.01
5-Year 225 1 -0.28 to 0.01
Reach 2 1-Year 31 10 -0.13 to 0.09
2-Year 122 1 -0.25 to 0.02
5-Year 234 1 -0.26 to 0.01
Reach 3 1-Year 34 10 -0.23 to 0.07
2-Year 128 1 -0.30 to 0.05
5-Year 246 1 -0.42 to 0.02
Reach 4 1-Year 45 10 -0.01 to 0.01
2-Year 151 1 0.00 to 0.01
5-Year 290 1 0.00 to 0.01
AQUATIC HABITAT ASSESSMENT
A quantitative habitat assessment was pertormed on the reference reach and existing
reaches to measure the volume of woody debris and fish cover. These data were used to
establish a baseline for measuring functional uplift and as a tool to determine the
placement and volume of woody debris in the design reaches. The total available woody
debris (not buried) in the design reaches exceeds the reference reach on a per linear foot
basis. Appendix G contains the habitat assessment data.
•
WK Dickson & Co., Inc. 22
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• TYPICAL D ESIGN SECTIONS
The cross-section dimensions were originally developed for the four design reaches based
on the design parameters in Table 5. The cross sections have been adjusted based on
hydraulic and erosion/sedimentation analysis and were designed to facilitate
constructability. However, the cross-sectional areas were conserved for each reach and
width to depth ratios remain similar. Reach 4 will remain within the original channel but
shallows (grade control) and excavated pools will be constructed. Typical cross sections for
all reaches are shown on the design plans in Appendix H.
LONGITUDINAL PROFILES
The design profiles are shown in Appendix H. These profiles extend throughout the entire
project for the proposed channel alignment. The profiles were designed using the
reference reach bed features. The bed slopes and bankfull energy gradients were set for
each design reach based on the existing valley slope and the sinuosity of the design reach.
TYPICAL DETAILS
Detail drawings have been developed for this design and are included in Appendix H. The
details include in-stream structures and habitat features, stream bank revetments, plantings,
bat houses, and other design features to be used to optimize project success.
CHANNEL ALIGNMENT AND M EANDER PATTERN
The plan for the design channel alignment is provided in Appendix H. The design
meander pattern was derived from the planform geometry of the reference reach (Table 5).
• Wetland impact avoidance and minimization resulted in Reach 4 remaining within the
original channel planform.
PoPARIAN BUFFER RESTORATION
A riparian buffer will be planted for at least 50 feet on both sides of the restored stream
channel. Species planted along the stream corridor will be the same as those planted in the
adjacent wetland restoration areas. Proposed species are listed in the planting plan under
Section V. Species selection was based on reference wetland vegetation and literature.
Plant materials will be primarily container-grown stock with supplemental bare root stock
as needed.
VI. WETLAND RESTORATION PLAN
The goal of the wetland restoration is to restore 25.19 acres of Coastal Plain small stream
swamp as described by Schafale and Weakley (1990). Much of the proposed 50-foot
stream buffer will also result in wetland restoration or enhancement but is not included in
the restoration acreage. 6cisting wetlands are located on both sides of Flat 9wamp Creek
outside of the PC cropland. The wetlands are restricted in size by stream channelization
and ditching.
REFERENCE WETLAND S7UDIES
In order to create baseline criteria for the wetland restoration design and planting plan,
• reference wetlands were identified and examined. Candidate sites were first selected from
WK Dickson & Co., Inc. 23
Restoration Plan - Floogie Stream and Wetland Mitigation Site
? a review of the Bertie County Soil SLrvey (March 2001) mapping, National Wetland
Inventory (NWI) mapping, and U9GS topographic mapping. Specifically, areas with soils
similar to those of the Floogie site, exhibiting stream swamp landscape positions, and
within the Flat 9dvamp Creek Watershed were studied. Based on field examinations of
multiple sites, two reference wetland locations were selected.
0
0
Reference Wetland 1
Reference Wetland 1(Photo 5) is a riverine wetland system located on Flat 9dvamp Creek
downstream of the Floogie Site. This wetland complex is a small low-lying stream swamp
that consists of primarily bottomland hardwoods and a multiple-thread stream channel.
The Reference Wetland 1 hydrology consists of intermittently flooded and seasonally
flooded hydrologic regimes. Shallow pockets of water were observed in various locations
throughout the hardwood forest. In areas with little or no standing water, auger borings
confirmed a shallow groundwater table between 8 and 16 inches below the ground surface
during field investigations in May
?.;.?? x•. ?- _. ?: 2006.
saplings. The shrub and herbaceous
layer contains button bush (Cephalanthus occidentalis), soft rush, smartweed, arrow arum
(PeIfandra virginica), wool grass, lizard'stail (Saururuscernuus), royal fern, greenbrier, and
giant cane.
The vegetative community is
'comprised of primarily mature and
s mid-sucessional hardwoods. The
3
canopy layer consists of swamp
chestnut oak red maple willow
;•?? s ='? ?; _ ,? ? oak (Quercus phellos), water birch
(Betula occidentalis), sweet gum,
bald cypress (Taxodium distichum),
black gum (Nyssa sylvatica), and
green ash (Franxinus
?
pennsylvancia). The sub-canopy
-?I. ? ? ` ?i' .? . . a • .-"`' # r'??? '??y? ??'•°` contains bald cypress saplings, red
Photo 5. Reference wetland 1 maple saplings, and green ash
Additionally, soils auger borings were taken at each data point to verify the presence of
hydric soils. Several auger boring displayed a very dark grayish brown (2.5Y 3/2) sandy
loam matrix from 0 to 4 inches. Soils from 4 to 8 inches displayed an olive gray (5Y 5/2)
sandy clay loam matrix with large iron and manganese masses (5Y 2.5/2). Soils from 8 to
24 inches displayed a grayish brown (10YR 5/2) sandy clay matrix with many distinct
brownish yellow (10YR 6/8) mottles. These soils are mapped as Wehadkee loam,
frequently flooded, and are similar to soils found on the wetland restoration area in both
color and texture.
Reference Wetland 2
Reference Wetland 2(Photo 6) is a riverine wetland located southwest of the Floogie Site
on Cucklermaker Creek, a tributary of Flat 9dvamp Creek. This wetland represents a mature
bottomland hardwood forest adjacent to a stream channel. Data point locations were also
established throughout this wetland to examine the vegetative composition, soils, and
WK Dickson & Co., Inc. 24
Restoration Plan - Floogie Stream and Wetland Mitigation Site
•
hydrology. Based on field
observations, it is likely that this
wetland system experiences
seasonal flooding during periodic
high flows due to the presence of
water stained leaves and water
marks on trees one to two feet
above ground. Additionally, soil
auger borings confirmed a water
table between 8 and 24 inches
across the site during field
investigations in May 2006.
The vegetation consists of a diverse
Photo 6. Reference wetland 2 bottomland hardwood forest that is
primarily bald cypress dominant.
The canopy includes bald cypress, swamp chestnut oak, green ash, red maple, river birch,
water tupelo, and snreetgum. The herbaceous layer consists mostly of lizard's tail, sedges,
and netted chain fern.
Additionally, soil auger borings confirmed the presence of hydric soils. Typically, soils
from 0 to 8 inches displayed a gray (2.5Y 5/1) clay matrix with many distinct strong brown
(7.5YR 5/6) mottles and common distinct strong brown (7.5YR 5/8) mottles. From 8 to 16
inches soils displayed a light brownish gray (2.5Y 6/2) sandy clay matrix with common
distinct reddish yellow (7.5YR 6/8) mottles. Below 16 inches, soils contained a grayish
• brown (10YR 5/2) sandy clay matrix with common distinct reddish yellow (7.5YR 6/8)
mottles and many distinct yellowish red (5YR 5/8) mottles. These soils are mapped as
Wehadkee loam, frequently flooded, and are similar to soils found on the wetland
restoration area in both color and texture.
RESTORATION SL1MMARY
Wetland restoration activities will include plugging existing ditches, opening ditches
outside the restoration area to promote infiltration, restoring microtopography, planting
wetland species, and relocating an existing farm road outside of the easement. This
roadbed interrupts surface flow to and from the channel. Grading will include
microtopograhy on the floodplain to create hydrologic retention and encourage species
diversification. Combined with the proposed stream restoration these actions will result in
a sufficiently high water table and flood frequency to support hydrophytic vegetation and
wetland hydrology, resu?ting in restored riverine wetlands.
The primary restoration activities will include constructing a stream channel that floods the
adjacent wetlands frequently (as described above) and construction of ditch plugs
throughout the PC area and clearcut/pine plantation area. A typical ditch plug will be 15
feet wide and extend above the ditch bank elevation approximately six inches. Plugs are to
be constructed of compacted fill (clay or sandy clay) in 12 inch lifts with the upper 18
inches minimally compacted to facilitate plant growth. Plugs are spaced such that
successive plugs are no more than 12 inches in elevation below the next plug up gradient.
Where plugs may impact adjacent ditches (outside of the proposed conservation easement)
• the top of plug elevation will be equal to the existing ditch invert outside of the easement
WK Dickson & Co., Inc. 25
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• to prevent hydrologic trespass. Several ditches extend in a north-south direction outside of
the proposed restoration area adjacent to existing agricultural land. A series of eight
openings will be constructed in these ditches to allow diffuse surface flow from the ditch
through the restoration area and toward the stream channel. Two small ditches near the
proposed stream will be filled entirely to restore wetland hydrology.
The farm road adjacent to the existing stream will be relocated outside of the proposed
easement. 6cisting culverts will carry ditch flow and surface flow under the farm path and
into the wetland restoration area. The existing roadbed will be removed, graded to match
surrounding contours, disced, and planted.
WETLAND HYDROLOGIC ANALYSIS
In general, hydrology of a small stream swamp wetland system is derived from seasonal or
temporary overbank flooding of the adjacent stream channel and seasonal high water table
elevation controlled by the stream water surface elevation. Many resources describe the
duration and frequency of flooding as highly inconsistent. As described by Schafale and
Weakley (1990), small stream sNamp systems have highly variable flow regimes with
floods of short duration and periods of very low flow; however, smaller watersheds lead to
a more variable flooding regime. Additionally the influence of channel overbank flow may
vary seasonally to yearly in magnitude, duration, and frequency (WRPTechnical Note HY-
EV-2.1, 1993). It may be anticipated that the majority of flooding of riverine wetlands
occurs during the winter months and the early portions of the growing season. Surface
water of riverine wetlands may be present for extended periods during the growing season
and usually greater than 14 consecutive days, but is typically absent by the end of the
growing season in most typical years (EPA, 2006). Feld indicators of surface inundation
. include water-stained leaves, drifts lines and water marks on trees (EPA, 2006). In the
absence of surface water, the water table is often near the ground elevation.
Due to the direct relationship between stream flow and riverine wetland hydrology the
proposed stream was designed to provide periodic overbank flow within the bounds of the
proposed wetland. In addition, WK Dickson studied seven U9GS monitored stream
stations closest to the site to provide reference hydrology.
Wetland Hydrology at USGS Stream Gauge Site
Seven U9GS gauged streams in the project physiographic region were reviewed to
determine suitability as a reference site. In order to be selected, a station was required to
have adjacent bottomland hardwood habitat with a small drainage area similar to that of
the project site. If a site was found, stream gauge data, precipitation data, and stream bank
measurements would be used to determine duration and frequency of overbank flooding of
the reference wetland.
Only one U9GS stream gauge location met the criteria needed to perform this analysis;
however this site was found to be an inactive crest stage gauge. The gauge datum could
not be identified in the field because the equipment had been completely removed.
Therefore, a study of water surface elevations and flood durations was not possible. This
stream gauge (02081060) was located on a tributary of 9mithwick Creek near US Highway
17, south of Williamston, Martin County, North Carolina. This reference site contains
bottomland hardwood stream swamp habitat. According to USGS gauge data, the drainage
• area of the Smithwick Creek tributary is approximately 0.92 square miles
WK Dickson & Co., Inc. 26
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• At the time of the field investigation (.l.ily, 2006), the floodplain was not inundated; surface
water was observed only within the stream channel. However, evidence of seasonal
flooding was noted due to the presence of water stained leaves and water marks on trees.
Additionally, soil auger borings confirmed a water table as shallow as 8 inches below
ground surface.
The vegetative community consisted of mature and mid-successional hardwoods The
canopy layer contained red maple, sdveetgum, water tupelo (Nyssa aquatica), and green
ash. The shrub and herbaceous layer contained smartweed, lizard's tail, greenbrier, and
giant cane. Additionally, soil auger borings confirmed the presence of hydric soils.
Typically, soils in the upper 16 inches displayed a very dark gray clayey loam matrix. Soils
below 16 inches displayed a gray clayey sand matrix with redoximorphic features.
Proposed Wetland Hydrology
The Floogie Stream and Wetland Mitigation site was once a Coastal Plain small stream
swamp - blackwater subtype subject to prolonged inundation as indicated by soils
mapping, historical aerial photography, and personal communication with landowners.
The upstream portion of Reach 1 was historically cleared and drained. NRCS aerial
photography from 1938 and 1954 indicates the project site was likely a Coastal Plain small
stream swamp approximately 1,000 feet wide.
The restoration plan for the Roogie wetlands consists of reconstructing the stream channel
• with a higher bed elevation and plugging existing drainage ditches. The ditch plugs will
lengthen wetland hydroperiods by halting artificial subsurface drainage and preventing
rapid surface drainage. The stream design parameters will reconnect the stream to the
floodplain and provide seasonal overbank flows. These periodic flows will provide surface
and subsurface hydrology support to the newly created Coastal Plain small stream sNamp
system. This periodic flooding isvital to sustain plants and wildlife characteristic of riverine
wetlands (Ainslie, 2002).
The drainage area for the upstream portion of the project is approximately 1.83 square
miles. The wetland restoration area should experience seasonal flooding similar to the
duration and frequency of the reference wetland/stream gauge site. The restored wetlands
will have a variable flooding regime due to the small size of the drainage area. Modeling
of the stream design indicates that a 2.29 inch six-hour rainfall event will produce an out-
of-bank flow. Analysis of daily rainfall totals indicate that a 2.29 inch or greater daily
rainfall total occurs on average two times per year. Fgure 7 presents a chart of the historic
rainfall data and corresponding number of out of bank events expected with current design
parameters. The anticipated flood events range from zero to seven events per year. This
periodic flooding is vital to sustain plants and wildlife characteristic of riverine wetlands
(Ainslie, 2002). In the absence of inundation, groundwater levels should remain near the
surface due to reduced artificial drainage, increased infiltration, and elevated stream bed
elevation.
The use of historic rainfall and stream modeling to estimate flood events demonstrates that
the wetland restoration area will be subject to inundation and function as a riverine
• wetland system. However, limitations with the rainfall data set did not allow for
WK Dickson & Co., Inc. 27
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• statistically rigorous analysis of flooding depth or return interval. SLpplemental to the
above discussion a conventional water budget was performed.
•
n
U
Historic Flood Events
8

7

6
`m
T 5
m
6
N
C 4
m
>
W
9
0 3
U-

2

1

0
'(l '19 '1Q 00 0'? 9`l' 0'? 0A 00 00 9'1 00 00 9? g'? 9`i' 9^' °jA 00 90 g'1 90 °?0 Q? ?'? ??' ?`S ?a
Year
Figure 7. Historic rainfall events sufficient to produce overbank flow in restored stream
WETLAND WATER BUDGET
As discussed above, the wetland restoration hydrology will be largely driven by stream bed
elevation and out of bank flows. This water budget is a model for groundwater availability
and potential drawdown for the proposed wetland. A watershed approach was applied and
methods outlined in Planninq hydrology for constructed wetlands (Pierce, 1993) were
followed.
The water budget presented in this report was determined from the following equation:
(6) S=P+R - ET- I
Where S is storage, P is precipitation, R is runoff, Ef is evapotranspiration, and I is
infiltration (Pierce, 1993).
Precipitation
Daily precipitation data from the Peanut Belt Research Station (Lewiston) weather station
has been compiled for a 26-year period of record from bnuary 1, 1980 through December
31, 2005 (North Carolina State Climatologist). Average monthly precipitation valueswere
then calculated from these data and applied to the water budget calculations.
WK Dickson & Co., Inc. 28
Restoration Plan - Floogie Stream and Wetland Mitigation Site
.
•
•
Evapotranspiration
Three years of evapotranspiration data from the Peanut Belt Research Station (Lewiston)
weather station were also compiled for this analysis (North Carolina State Climatologist).
Runoff Calculations
Runoff onto the wetland restoration area was determined by using the TR55 Curve
Number Method as described by Rerce 1993. This was done by first determining the
amount of rainfall required over a 24-hour period to produce runoff (Q) for the drainage
area. Two individual drainage areas (east sde of stream and west side of stream) were
delineated using NCDOT topographic data for Bertie County, North Carolina.
The values of Q for the drainage areas were then subtracted from daily precipitation values
over the period of record. Those days that returned positive values (i.e. runoff occurred)
were then summed to return the total amount of runoff (F) produced within the watershed
area. The equation for calculating runoff is as follows: (Pza - 0.2S)z
(7) (Pza + 0.8S)
(8) S 41C000N -10
2
P24 -0.2 ?1?, J-10
(9) Q =
P24 +0.8 (1000)-10
Where Pza is the maximum rainfall occurring in a 24-hour period (over the period of
record), CN is the composte curve number, and S is the storage capacity of the soil. A
composite curve was calculated by subdividing the watershed with respect to soil
hydrologic group and land use then determining the appropriate curve number for each
subdivision using tables published by the USDA (1986). The area and curve number was
multiplied, summed and divided by the total watershed area to calculate the composite
curve number (see equation 2).
By this method, the composite curve number for proposed east wetland restoration site was
76.8. The composite curve number for proposed west wetland restoration site was 81.7.
WK Dickson & Co., Inc. 29
Restoration Plan - Floogie Stream and Wetland Mitigation Site
. A 24-hour rainfall record was determined using precipitation data. The maximum
climatological-cJay precipitation (non-tropical event) over the 30-year period of record
occurred on November 6, 1977, with 4.75 inches of rainfall. Therefore Pza = 4.75 in.
The minimum rainfall needed to produce runoff (Q) was calculated using the above
equation. As calculated: Q-East = 2.4, Q-West = 2.8.
Using these values, the runoff produced by each rain event was cafculated by subtracting
the minimum 24-hour rainfall amount needed to produce runoff, (Q), from the amount of
precipitation (P) on each day. Those events that return positive values (i.e. runoff occurred)
are then summed to return the amount of runoff, (R), produced by each acre in the
watershed. These values are then averaged by month for the entire period to give the
average monthly runoff for the watershed. Once runoff values were calculated for the
drainage area, it was necessary to adjust these values to reflect the amount of water seen on
the site as follows:
(10) R = (Watershed Runofo * (Watershed Area) / (Site Area)
Infiltration
The proposed wetland creation/enhancement area contains primarily Rains and Wehadkee
soils. Feld investigations revealed that the existing soils have clay and sandy clay
subsurface. Infiltration through the column will be minimal due to the clay texture and
inherently difficult to estimate. Additionally, the restored stream channel will maintain the
water table elevation well above the current level. For the purposes of this hydrologic
evaluation infiltration was assumed to be zero.
• Hydrographs
The calculated data have been compiled and hydrographs have been plotted illustrating the
flow of water in and out of the proposed wetland restoration areas (Fgure 8 and Fgure 9).
These values are represented in acre-inches. Results of this analysis indicate that there is a
period of drawdown during the months of April through .L.ily; however, the restored stream
channel will maintain an elevated water table through the floodplain area year-round.
These results also indicate that runoff will provide minimal inputs to the restoration areas.
However, direct precipitation, retention of water onsite, and stream bed elevation will
provide adequate wetland hydrology to the restored wetland area.
This water budget analysis was conducted to evaluate the existing hydrology of the
proposed wetland restoration area and to determine if the proposed wetland design is
appropriate for this site. The modeling presented in this report indicates that there is
sufficient hydrology during the growing season (April 9 to October 23, NRCS 2001) to
support wetland vegetation.
•
WK Dickson & Co., Inc. 30
Restoration Plan - Floogie Stream and Wetland Mitigation Site
•
? •
Figure 8. East Wetland Restoration Hydrograph
Floogie West Wetland Restoration Hydrogreph
s
4
2
0
¦ Runoff
L Jata acl ??c'F Qc ?a? Jce ?J??1 J5? ,po? ,pe? ,oe? ,oa? OPrecipitation
OEvapoUanspiration
_2 ¦Tolal
-0
-6
_g _.... ..._.. . ...._ ._.... ..._. ...__ ... ....._.. .... .... . .. ._ ....... _. .. .?.
Month
Figure 9. West Wetland Restoration Hydrograph
•
WK Dickson & Co., Inc. 31
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• PLANTING PLAN
Two planting areas are delineated: an area of frequent flooding and standing water; and
adjacent upgradient wetland areas that may experience less frequent flooding and greater
drawdown during dry periods. Species to be planted in each area are listed in Table 6,
and are intended to restore communities comparable to the Coastal Plain small stream
swamp as described by Schafale and Weakley (1990). Species selection was based on
reference wetland vegetation and literature. Plant materials will be primarily container
grown with some bare root seedlings. This species mix results in a diverse habitat that
includes mast producing species and fast growing early successional species. The existing
clearcut/pine plantation community and dry shoulder community will be treated with a
herbicide application to control invasive species such as ,.apanese honeysuckle and
Chinese privet. Mechanical or manual clearing may also be employed to facilitate re-
planting and establishment of a riverine wetland plant assemblage.
•
C?
iapie i. 1,oasiai riain smaii siream swamp restoration
Zone 1 (frequent inundation)
Quercus phellos Willow oak
Taxodium distichum Bald cypress
Nyssa aquatica Water tupelo
Fraxinus pennsylvanica Green ash
Quercus laurifolia Laurel oak
Nyssa biflora Swamp blackgum
Quercus lyrata Overcup oak
Zone 2 (infrequent inundation)
Liriodendron tulipifera Tulip-poplar
Betula nigra River birch
Quercus michauxii Swamp chestnut oak
Fraxinus pennsylvanica Green ash
Quercus phellos Willow oak
Quercus michauxii Swamp chestnut oak
Nyssa biflora Swamp blackgum
SOILS
As previously mentioned, a total of 18 soil borings (Fgure 4 and Appendix A) were
installed across the proposed restoration area and adjacent wetlands to verify soils
mapping, quantify any fill material, and generally evaluate growing conditions. The soil
borings indicate hydric soil throughout the entire proposed wetland restoration area.
SLbsurface texture was typically sandy clay or clay. At the time of restoration the soil
across the site will be disked or otherwise surficially disturbed to allow for micro-
topography formation and extended retention of surFace water.
WK Dickson & Co., Inc. 32
Restoration Plan - Floogie Stream and Wetland Mitigation Site
0 VII. SUCCESS CRITERIA
The success criteria components will adhere to EEP and USACE guidelines. Specific
success criteria are presented below.
S7REAM RESTORATION SUCCESS CRITERIA
Bankfull Events
Two bankfull flow events must be documented within the 5-year monitoring period. The
two bankfull events must occur in separate years. Otherwise, the stream monitoring will
continue until two bankfull events have been documented in separate years.
Cross Sections
There should be little change in as-built cross sections. If changes do take place, they
should be evaluated to determine if they represent a movement toward a more unstable
condition (for example down cutting or erosion) or are minor changes that represent an
increase in stability (for example settling, vegetative changes, deposition along the banks,
or decrease in width/depth ratio). Cross sections shall be classified using the Rosgen stream
classification method and all monitored cross sections should fall within the quantitative
parameters defined for channels of the design stream type. It should be noted that in sand
bed channels, more variability in cross-sectional dimensions over time is expected than in
channels with coarser boundary conditions.
• Longitudinal Profiles
The longitudinal profiles should show that the bedform features remain generally stable,
e.g. they are not aggrading or degrading. The pools should remain deep and the riffles
should remain shallower than the pools. Bedforms observed should be consistent with
those observed for channels of the design stream type. However, since the stream is a
sand-bed channel, all bedforms are expected to be dynamic.
Stream Buffer Vegetation Success Criteria
Specific and measurable success criteria for plant density within the riparian buffer on the
site will be based on the recommendations found in the WRP Technical Note and
correspondence from review agencies on mitigation sites approved under the Neu-Con
Mitigation Banking Instrument.
The interim measure of vegetative success for the site will be the survival of at least 320 3-
year old planted trees per acre at the end of year three of the monitoring period. The final
vegetative success criteria will be the survival of 260 5-year old planted trees per acre at the
end of year five of the monitoring period.
Digital Image Stations
Digital images will be used to subjectively evaluate channel aggradation or degradation,
bank erosion, success of riparian vegetation and effectiveness of erosion control measures.
Longitudinal images should not indicate excessive increase in channel depth. Lateral
images should not indicate excessive erosion or continuing degradation of the banks over
time. A series of images over time should indicate successional maturation of riparian
vegetation.
?
WK Dickson & Co., Inc. 33
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• W ETLAND RESTORATION SUCCESS CRITERIA
Hydrology
,%ccessful establishment of wetland hydrology will be demonstrated by a wetland
hydroperiod in excess of seven percent of one growing season (16 days) at each
groundwater gauge location. Gauge data will be compared to reference wetland well data
in growing seasons with less than normal rainfall. In periods of low rainfall, if a restoration
gauge hydroperiod exceeds the reference gauge hydroperiod and both exceed five percent
of the growing season, then the gauge will be deemed successful.
If a gauge location fails to meet these success criteria in the five year monitoring period
then monitoring may be extended, remedial actions may be undertaken, or groundwater
modeling may be used to demonstrate the limits of wetland restoration.
Vegetation
SLccessful establishment of wetland vegetation will be the survival of 320 planted trees
following year three monitoring and 260 planted trees following year five monitoring.
Digital Image Stations
Digital imageswill be used to subjectively evaluate the restoration ste over time. A series
of images over the five-year monitoring period should demonstrate maturation of planted
vegetation and colonization by hydrophytic species.
• VI11. MONITORING
Monitoring will follow current EEP guidelines and will be presented in annual reports. The
purpose of the monitoring program is to evaluate the performance of the project relative to
success criteria. An as-built report (Mitigation Plan) documenting the entire project will be
developed following completion of planting. The report will include elevations,
photographs, sampling plot locations, and a description of initial species composition by
community type, and gauge locations. The report will also include a tist of the species
planted and the associated densities.
S7REAM RESTORATION MONITORING
The stream monitoring program will be implemented to document system development
and progress toward achieving the success criteria. The monitoring program will be
undertaken for 5 years or until the final success criteria are achieved, whichever is longer.
Hydrology
The occurrence of bankfull events within the monitoring period will be documented by the
use of a crest gauge and photographs The crest gauge will record the highest watermark
between site visits, and the gauge will be checked each time there is a site visit to
determine if a bankfull event has occurred. Digital images will be used to document the
occurrence of debris lines and sediment deposition on the floodplain during monitoring
site visits. All crest gauges will be checked monthly.
•
WK Dickson & Co., Inc. 34
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• Cross Sections
Two permanent cross sections will be installed per 1,000 linear feet of stream restoration
work, with one located at a ripple cross section and one located at a pool cross section.
Each cross section will be marked on both banks with permanent pins to establish the exact
transect used. A common benchmark will be used for cross sections and consistently used
to facilitate easy comparison of year-to-year data. The annual cross-section survey will
include points measured at all breaks in slope, including top of bank, bankfull, inner berm,
edge of water, and thalweg, if the features are present. Ripple cross sections will be
classified using the Rosgen stream classification system.
Bed Material Analyses
The project stream reach is composed of bedforms in the sand size sediment fraction. Since
the median grain size (D50) is similar to the analog reaches studied, it is unexpected that a
substantial change will occur. Bulk samples will be collected and analyzed to determine
any changes in substrate. Composite samples will be taken across the channel bottom at no
less than 6 cross sections.
Longitudinal Profiles
A longitudinal profile will be measured in years one, three, and five of the monitoring
period. The profile will be measured along a representative length of restored channel.
Measurements will include thalweg, water surface, bankfull, and top of low bank. Each of
these measurements will be taken at the head of each feature, for example, shallow, pool,
and the max pool depth. The survey will be tied to a permanent benchmark.
• Vegetation Monitoring
In order to determine if the success criteria are achieved, vegetation-monitoring stations
will be installed on approximately 2 percent of the restoration site. The size of individual
monitoring plots will be 100 mZ. Vegetation monitoring will occur in spring after leaf-0ut
has occurred. Individual plot data for woody species will be provided in annual reports.
Permanent plots for the sampling of planted species will be systematically distributed across
the restoration area with the specific plot location and orientation assigned randomly. Plant
density of planted species will equal the number of live stems in the plot divided by the
plot size in acres. Individual planted trees will be marked with a 4-foot PVC stake and
aluminum tag such that they can be identified in succeeding monitoring years. Mortality
will be determined from the difference between the previous year's living planted seedlings
and the current year's living planted seedlings.
At the end of the first growing season, species composition, density, and survival will be
evaluated. For each subsequent year, until the final success criteria are achieved, the
restored site will be evaluated between July and November.
Digital Image Stations
Digital images will be used to visually document restoration success. Reference stations
will be imaged before construction and continued for at least five years following
construction. Reference images will be taken once a year. After construction has taken
place, reference stations will be marked with wooden stakes.
Lateral reference images Reference image transectswill be taken at each permanent cross
• section. Images will be taken of both banks at each cross section. The survey tape
WK Dickson & Co., Inc. 35
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• will be centered in the images of the banks. The water line will be located in the lower
edge of the frame and as much of the bank as possible included in each image. SLrvey
personnel shall make an effort to consistently maintain the same area in each image over
time.
Structure images
Images will be taken at each grade control structure along the restored stream. SLrvey
personnel shall make every effort to consistently maintain the same area in each image over
time.
Benthic Macroinvertebrates and Fish Sampling
No benthic macro-invertebrate or fish sampling are required on the restored site at this
time. Should sampling eventually be required by the review agencies, appropriate sampling
methodologies and success criteria will be implemented based on those accepted and
approved by the review agencies.
WETLAND RESTORATION MONITORING 3JMMARY
The wetland monitoring program will be implemented to document system development
and progress toward achieving the success criteria. The monitoring program will be
undertaken for 5 years or until the final success criteria are achieved, whichever is longer.
Hydrology Monitoring
Hydrology monitoring will consist of automatic recording groundwater gauges, manual
groundwater measurements, on-site rain gauge, and reference wetland automatic recording
• groundwater gauge. The groundwater gauges will be installed to provide uniform coverage
over the restoration site. Manual measurements will be correlated to adjacent automatic
gauges with regression equations to determine daily water table elevations. All
groundwater gauges and rain gauges will be visited monthly to download data, record
water table elevations, and perform routine maintenance.
Following each growing season, all gauge data will be compiled into hydroperiod charts
and included in the annual monitoring report. The monthly rainfall data will be compared
with the 30-year average to determine abnormally high or low rainfall, and presented in the
annual monitoring report.
Vegetative Monitoring
In order to determine if the success criteria are achieved, vegetation-monitoring stations
will be installed on approximately 2 percent of the restoration site. The size of individual
monitoring plots will be 100m2. Vegetation monitoring will occur in spring after leaf-out
has occurred. Individual plot data for woody species will be provided in annual reports.
Permanent plots for the sampling of planted species will be systematically distributed across
the restoration area with the specific plot location and orientation assigned randomly. Plant
density of planted species will equal the number of live stems in the plot divided by the
plot size in acres. Individual planted trees will be marked with a 4-foot P1/C stake and
aluminum tag such that they can be identified in succeeding monitoring years. Mortality
will be determined from the difference between the previous year's living planted seedlings
and the current year's living planted seedlings.
•
WK Dickson & Co., Inc. 36
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• At the end of the first growing season, species composition, density, and survival will be
evaluated. For each subsequent year, until the final success criteria are achieved, the
restored site will be evaluated befinreen July and November.
Digital Image Stations
Digital images will be used to visually document restoration success. Reference stations
will be imaged before construction and continued for at least five years following
construction. Reference images will be taken once a year. After construction has taken
place, reference stations will be marked with wooden stakes.
REMEDIAL ACTIONS
In the event that the site or a specific component of the site fails to achieve the defined
success criteria, EBX will develop necessary adaptive management plans and/or implement
appropriate remedial actions for the site in coordination with the review agencies.
Remedial action required by the review agencies will be designed to achieve the success
criteria specified previously, and shall include a work schedule and monitoring criteria that
will take into account physical and climactic conditions.
IX. CONCLUSIONS
As originally conceived, the Floogie Stream and Wetland Mitigation Project was intended
to provide 11,325 stream mitigation units (SMU) and 25 wetland mitigation units (WMU).
The stream mitigation design presented herein provides a total of 10,251 linear feet of
• stream restoration (10,251 SMU). The wetland mitigation design presented herein provides
25.19 acres of restoration (25.19 WMU). Additional wetland mitigation units may be
available through preservation and enhancement. EBX has purchased a conservation
easement on the restoration site. The easement includes a minimum 50-foot buffer on the
stream restoration site outside of the total belt width. The easement limits will be clearly
marked with marker posts, signage, or other appropriate means. No fencing is anticipated
as no livestock operations are located on the property.
•
WK Dickson & Co., Inc. 37
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• X. REFERENCES
Ainslie, W.B. 2002. Southern Forest Resource Assessment Final Technical Report. Chapter
20: Forested Wetlands; United States Department of Agriculture (USDA), Forest Service's
Southern Research Station and Southern Region.
Dalrymple, T. 1960. "Flood frequency analysis, Manual of Hydrology: Part 3. Flood-Flow
Techniques." USGeological Survey Water-Supply Paper 1543 A.
Doll, Barbara A., A.D. Dobbins, ,1 Spooner, D.R. Clinton, D.A. Bidelspach. 2003.
Hydraulic Geometry Relationships for the Rural North Carolina Coastat Plain, NC Stream
Restoration Institute Report to NC Division of Water Quality for 319 Grant Project.
Dunne, Thomas and L.B. Leopold. 1978. Water in Environmenta/ Planning. New York:
W.H. Freeman.
Horton, .1 Wright t. and Victor A. Zullo. 1991. The Geology of the Carolinas, Carolina
Geological Society Fiftieth Anniversary Volume. The University of Tennessee Press.
Knoxville, TN.
National Technical Committee for Hydric Soils (NTCHS). http://www.nres.usda.gov/
Technical Note 13. Altered Hydric Soils. Deliberations of National Technical Committee
for Hydric Soils.
• NCD6NR 2005. "Water Quality Stream Classifications for Streams in North Carolina."
Water Quality Section. httpJ/h2o.enr,state.nc.us/wqhome/html .
NCDOT - Hydraulics Unit. January 2005. Reference Reach Database.
httpJ/www.doh.dot.state.nc.us/premnstruct/highway/hydro/
North Carolina Geological SLrvey. 1985. Geologic Map of North Carolina. Department
of Natural Resources and Community Development. Raleigh, NC.
North Carolina Natural Heritage Program. 2006. Threatened and Endangered species
workroom.
The North Carolina State Climatologist. 2006. httpJ/www.nc-climate.ncsu.edu0
North Carolina Wildlife FZesources Commission. 2005. Significant Aquatic Endangered
Species Habitats GIS database.
Rerce, G..l 1993. Ranning Hydrology for Constructed Wetlands, Wetland Training
Institute, Inc. Poolesville, MD.
Pope, B.F., Tasker, G.D., and Robbins, .1C. 2001. Estimating the Magnitude and Frequency
of Floods in Faural Basins of North Carolina - FZevised: U.S Geological Slarvey Water-
Resources Investigations Report 01-4207, 49 p.
•
WK Dickson & Co., Inc. 38
Restoration Plan - Floogie Stream and Wetland Mitigation Site
• Radford, A.E, H.E. Ahles, and C.R. Beii. 1968. Manuai of the Vascular Flora of the
Carolinas. University of North Carolina Press, Chapel Hill, N.C. 1,183 pp.
Rpsgen, Dave. 1994. Apptied Pover Morphology. Wildland Hydrology. Pagosa Slprings,
CO.
Schafale, Michael P. and Alan S Weakley. 1990. Classification of the Natural
Communities of North Carolina Third Approximation. North Carolina Natural Heritage
Program, Division of Parks and Recreation, Department of Environment and Natural
Resources. Raleigh, NC. 325 pp.
United States Department of Agriculture (USDA) Natural Resources Conservation Service.
2001. Soil Survey of Bertie County, North Carolina.
United States Department of Agriculture (USDA), Natural Resources Conservation Service.
2006. Field Indicators of Hydric Soils in the United States, Version 6.0. G.W. Hurt and
L.M. Vasilas (eds.). USDA, NRCS, in cooperation with the National Technical Committee
for Hydric Soils.
United States Environmental Protection Agency (EPA). 2006. Memorandum: Application of
Best Management Practices to Mechanical Silvicultural Site Preparation Activities for the
Establishment of Pine Plantation in the Southeast. US Environmental Protection Agency,
U.S. Army Corps of Engineers.
? United States Fsh and Wildlife Service. 2006. "Threatened and Endangered Soecies in
N orth Carol i na." North Carolina Ecological Services. httpl/nces.fiws.govdes/countyfr.html.
United States Fsh and Wildlife Service. 2005. "National Wetlands Inventory."
http://www.finrs.gov/nwi/
United States Geological Survey. 1962. 7.5 Minute Topographic Map, Merry Hill NW,
NC.
•
WK Dickson & Co., Inc. 39
Restoration Plan - Floogie Stream and Wetland Mitigation Site
•
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Reference Wet)and 1
Data Pt. Depth Horizon Matrix Mottles Percent TextiirP Nntnc
U-0 H 1.5 y 3/3 Silty Loam
8"-16" Bt1 2.5Y 3/1 Sandy Clay
16-24 Bl2 2.5Y 4/1 10 YR 6/8 S% Sandy Clay
2 0"-8" A 2.5 Y 312 Sandy Loam
8-32 B 2.5 4/1 Sandy Loam
3 0-4 A1 2.5 Y 3/2 Sil[ Loam
4"-8"
" A2 S Y 5/2 5 Y 2.5/2 large masses sandy clay loam
8
-24" E 10 YR 5/2 10 YR6/8 20% clayey sand
4 0-4 A1 10YR3/3 clayey loam
4"-8"
" A2 5 Y5/2 SY 2.5/2 large masses sandy clay loam
8
-32" B 2.5. YR 5/1 lOYR 6/8 2% sandy clay

S 0-6
" A 2.5 y 3/3 silty clay
6
-16"
" Btg1 2.5 Y 4/1 few mottles along lineings of sandy clay
16
-32" Btg2 2.5Y 4/1 lOYR 6/8 5% sandy clay
Reference Wetland 2
? Data Pt. Horizon Matrix
Mottles Percent
Texture Notes
1 0-8 A 2.5 YR 5/1 7.5 YR 5/6 20% clay
5YR 5/8 30%
8"16" Bt1 2.5 Y 6/2
" 7.5YR 6/8 30% sandy clay
16
-32' Bt2 10 YR 5/2 7.5YR 6/8 40% sandy clay h20 @ 16"
5 YR 5/8 10%
2 0-8 A1 2.5 Y 4/2 5YR 5/8 15% clayey Loam
8"-16" A2 lOYR 4/1 10YR 5/8 30% clay
16"-20" E lOYR 5/1 lOYR 6/6 20% clayey sand
7.5 YR 4/6 15%
20'-32" Btg 2.5 Y 4/1 7.5 YR 5/6 5% clay
0
?J
Appendix B: Vegetation Survey
40
0
•
TECHNICAL MEMORANDUM
FLOOGIE VEGETATION SURVEY
0
Prepared for.•
Environmental Banc & Exchange, LLC
2530 Meridian Parkway
Durham, North Carolina 27713
Prepared by:
WK Dickson & Company, Inc.
3101 John Humphries Wynd
Raleigh, North Carolina 27612
[phone]
0 January 2007
• Introduction
On January 9-11, 2007, WK Dickson performed a detailed vegetation survey of the
proposed Floogie stream restoration corridor; specifically along Reach 3 and Reach 4. This
work was performed in response to agency concerns regarding potential impacts to existing
forested wetlands. The scope of work was designed to more accurately determine the
stand quality, and proposed impacts of stream construction. Reach 1 and Reach 2 were not
evaluated due to extensive agricultural and forestry modifications. This technical
memorandum details the project background, methodology, and survey results.
Project Background
The purpose of the Floogie project is to provide full delivery mitigation to the North
Carolina Ecosystem Enhancement Program for impacts in Cataloging Unit 03010107 of the
Lower Roanoke River Basin. The proposed stream restoration reach was disturbed by
historic channelization. The proposed wetland restoration area is primarily prior-converted
(PC) agricultural land drained by an extensive network of ditches. The Floogie Site has a
history of agriculture and timber production. Much of the site is currently used for row
crop production including cotton, soy beans, peanuts, and corn. The rest of the site is
woodlands in various stages of regeneration.
The Floogie Site is located in Bertie County, North Carolina, 9 miles northeast of Windsor
(Figure 1). The property includes 104 acres located immediately southwest of SR 1348
(Browns School Road) and is accessed via a farm road that runs adjacent to the channel.
The objective of the project is to produce 11,325 stream mitigation units (SMU) and 25
• riverine wetland mitigation units (WMU) by maximizing the improvement of riparian and
aquatic habitats and water quality through ecological restoration practices. The stream and
riverine wetlands restoration have been designed conjunctively. Overbank stream flows
will provide a portion of the hydrology for the wetlands. The proposed restoration project
will provide multiple ecologic and water quality benefits within the Roanoke River Basin.
Benefits include nutrient removal, sediment reduction, water storage, improved
groundwater recharge, improved in-stream and riparian habitat, and restored wetland
habitat.
Soil Mapping
The property is located within the Wehadkee loam (We), frequently flooded, Rains sandy
loam (Ra), and Lynchburg sandy loam (Ly) soils as5ociations. The Natural Resources
Conservation Service mapped soils for the site are shown in Figure 2.
Description of Vegetation Survey Area
The vegetation survey study area consisted of the forested wetlands adjacent to Reach 3
and Reach 4 of the proposed channel. The study area begins on the left bank of the
existing channel at STA 51+00, crosses to the right bank at STA 67+25, crosses back to
the left bank at STA 103+50 and ties into the existing channel at STA 113+50 .
Based on the results of the vegetation survey and field observations, the forest stands were
separated into Stand 1 and Stand 2 based on tree density, species composition, and density
of shrub and invasive species. Stand 1 is located on the left bank of the existing channel
from STA 51+00 extending to a small tributary entering the left bank at STA 78+75 (Figure
• 3). Stand 2 is located on the right bank of the existing channel from STA 51+00 extending
downstream on the right bank to STA 114+50 where a small tributary enters the right
• bank. Stand 2 is also located on the left bank starting immediately downstream of the
tributary at STA 78+75 to the downstream end of the project at STA 114+50 (Figure 2).
Vegetation Survey Methodology
The vegetation survey consisted of three distinct components: tree survey, vegetation plots,
and species richness plots.
Tree Survey: WK Dickson conducted a tree survey within the proposed construction limits
to identify and map all trees greater than 18 inches diameter at breast height (DBH) and
unique habitat trees such as hollow or standing dead trees. The construction limits
were defined as the proposed top of bank width plus 5 feet on each side of the channel.
It is believed that impacts to large trees outside of this corridor can be avoided. The
Reach 3 typical channel width is 19.5 feet, resulting in a study corridor 29.5 feet wide.
The Reach 4 typical channel width is 21 feet, resulting in a study corridor 31 feet wide.
The proposed side channels extend the Reach 4 study corridor up to 70 feet wide in
some areas. Trees were measured with a steel DBH tape, identified to species, and
mapped with a Trimble GeoXT mapping grade GPS unit. The GPS unit was also used
to determine the construction limits. All GPS data were post processed prior to
incorporation into the project GIS.
Vegetation Plots: WK Dickson measured 23 1/40th acre circular (18.6-foot radius)
vegetation plots. The plot centers were located on the centerline of the proposed
stream channel at 250 ft. intervals beginning at Station 57+00 and ending at Station
112+00. Plot 67+00 was located in the existing stream channel and was relocated to
• 65+75. This methodology resulted in a sample size greater than 10 percent of the
proposed construction limits. Parameters measured at each plot were DBH and species
of all trees (>3 in. DBH), total vegetation species present, and age and height of one
canopy tree. General notes on habitats present and representative photographs were
also recorded at each plot. Plot centers were located with mapping grade GPS and
staked to allow for future visits to the plots. DBH was measured with a steel DBH tape.
Species nomenclature generally follows Radford (1968). Species not identified were
consistently labeled throughout the plots. Annuals and perennials were identified using
the persistent above-ground remains such as stems and fruits. It is accepted that many
annual and ephemeral species have been undercounted because of their dormancy.
Species Richness Plots: WK Dickson measured two species richness plots utilizing the
species area curve methodology. The species area curve measurements consisted of 10
nested circular plots (radii [ft]=1.5, 3, 4, 6, 8, 12, 16, 18.6, 24, and 34) with the total
number species tallied within each plot. The data were plotted by number of species
and plot area to develop logarithmic species area curves for Stand 1 and Stand 2. The
other vegetation plots were also plotted on the species richness curves at the 18.6-foot
radius plot size to demonstrate if they fell below or above the curves.
Age and Height of Canopy Trees: WK Dickson determined the age and height of one
codominant canopy tree at each vegetation plot. The canopy tree was selected based
on the average height of the canopy at that plot location. Mid-canopy trees or trees
extending above the canopy were not selected. Seven plots had no canopy trees
• present. Age was determined with a manual increment borer in the field. It is expected
that this method will result in small errors due to faint growth rings in many hardwoods.
• Height was measured with an inclinometer. Age and height data were used to
determine site indices for common species based on published site index curves.
Tree Survey Results and Discussion
The tree survey identified 5 trees greater than 18-inch DBH in Stand 1 within the proposed
construction limits. This is equivalent to 1 tree every 325 linear feet of channel
construction. Figure 4 illustrates the locations of the trees and provides species and DBH
data. The trees included 1 red maple (Acer rubrum), 1 sweetgum (Liquidambar styraciflua),
2 swamp chestnut oaks (Quercus michauxii), and 1 laurel oak (Quercus laurifolia). The
DBH measurements ranged from 19.8 inches (sweetgum) to 31.8 inches (swamp chestnut
oak). One standing dead tree was also located within the proposed Stand 1 construction
limits.
Most of the Stand 1 trees are located near the center of the proposed construction limits
and would likely be felled by construction of the proposed channel. Tree #1 (24.5 inch
DBH red maple) is located on the right edge of the proposed channel and could likely be
avoided with stringent construction observation and fit-in the-field construction techniques.
The tree survey identified 69 trees greater than 18-inch DBH in Stand 2 within the
proposed construction limits. This is equivalent to one tree per 66 linear feet of channel
construction. Figure 5a and 5b illustrate the locations of the trees and provide species and
DBH data. Tree species included tulip poplar (Liriodendron tulipifera), red maple,
sweetgum, swamp chestnut oak, laurel oak, willow oak (Quercus phellos), water oak
(Quercus nigra), swamp blackgum (Nyssa biflora), and loblolly pine (Pinus taeda). The
• most prevalent species was red maple with 20 occurrences. The DBH measurements
ranged from 18.0 inches (laurel oak) to 27.7 inches (willow oak). Seven standing dead trees
were also located within the proposed Stand 2 construction limits.
Of the 69 Stand 2 trees, 45 are located on or outside of the proposed channel limits and
could likely be avoided by minor changes to the proposed planform, stringent construction
observation, and fit-in-the-field construction techniques. 24 trees are located in the central
portion of the proposed channel and would likely be felled by construction of the proposed
channel.
In total, WK Dickson identified 74 trees greater than-18 inch DBH within the proposed
construction limits. Of these, 46 could likely be avoided by minor design changes,
stringent construction observation, and fit-in the-field construction techniques. If all 46
trees were avoided 28 trees would be felled as a result of the proposed channel
construction. The size of these trees ensure that they would be utilized for in-stream
structures such as floodplain sills, log vanes, log toe protection, log ramps, root wad
revetments, log grade controls, bedded log habitat structures, and small woody debris
habitat structures. Appendix A contains the tree survey raw data.
The proposed stream design utilizes natural materials for all in-stream structures. As a
coastal plain stream, only wood structures are specified (no rock grade controls or
constructed riffles). Quantity estimates for the proposed stream design include
approximately 10,942 linear feet of logs greater than 10 inch diameter, 138 root wad
revetments, and 52 small woody debris habitat structures.
•
• Dominant Height and Age Results and Discussion
WK Dickson determined the age and measured the height of 2 trees in Stand 1 vegetation
plots. The other three Stand 1 vegetation plots did not contain canopy trees. Table 1
provides the Stand 1 age and height data. Stand 1 canopy tree age ranged from 45 to 56
years old. Stand 1 canopy tree height was measured at 80 feet. Only one canopy tree
height was measured due to a lightning damaged top in the mature tree in plot 62+00. It
is apparent that Stand 1 lacked dense canopy coverage. Due to the small sample size, it is
difficult to draw further conclusions based on canopy tree age and height.
WK Dickson determined age and measured the height of 14 canopy trees in Stand 2
vegetation plots. Seven Stand 2 vegetation plots did not contain canopy trees. Table 1
provides the Stand 2 age and height data. Stand 2 canopy tree ages ranged from 31 years-
old to 61 years old with an average age of 45.4 years-old. Nine of 14 age measurements
fell between 40 and 50 years-old. Stand 2 canopy tree heights ranged from 74 to 91 feet
tall with an average height of 81.8 feet. Table 2 contains site index data for various species
found in Stand 2 based on the age and height measurements.
Based on the above data, Stand 2 has more consistent canopy coverage than Stand 1 but
still contains frequent openings. The close age range of the trees indicates an extensive tree
harvest in Stand 2 occurred approximately 45 years ago.
Vegetation Plots Results and Discussion
A total of 69 species were recorded within the standard vegetation plots. Table 3 has a
species list and plot occurrences. The most common species are red maple and roundleaf
• greenbriar (Smilax rotundifolia), occurring in all plots. The most common herbaceous
species is netted chaninfern (Woodwardia areo/ata) and the most common shrub is
American holly (Ilex opaca). Stand 1 recorded 39 different species across 5 plots and Stand
2 recorded 63 species across 18 plots. Overall 10 trees, 21 shrubs, 28 herbs, and 10 woody
vines were observed. The largest difference between the stands is in shrub and herbaceous
species. Stand 1 has 14 shrub and 11 herbaceous species. Stand 2 has 20 shrub species and
23 herbaceous species. Direct comparison between the stands is difficult due to the
difference in number of plots recorded.
Both stands have higher distributions of trees in the 3-inch to 6-inch DBH class (Figure 6
and Figure 7). This class in Stand 1 is dominated by American holly and Stand 2 is
dominated by red maple. The holly is typically considered a large shrub and red maple is
considered an early successional species. In Stand 1, red maple is dominant or codominant
in the other three DBH classes. It loses dominance in Stand 2 in the upper classes and is
replaced by laurel oak. Oaks are typical of more stable communities. Only five tree species
are represented in Stand 1 with no more than three in any class. Stand 2 has a mix of
twelve different species. Stand 1 shows the recent impacts of timbering operations. Stand 2
appears to be approaching a more stable community except along the linear gap created by
the channel and access road. Appendix B contains the vegetation plot raw data. Appendix
C contains representative plot photographs.
Species Richness Results and Discussion
Species richness is the number of species recorded in each 1/40th acre circular plot. In
addition, species area curves were also developed for two plot locations. Richness was
? variable across the plots established, ranging from 14 to 26 species per plot (Table 3). Most
of the species recorded were woody species, with a limited number of herbaceous species
• found. The small number of herbaceous species is likely due in part to conducting the
survey during the dormant season.
No significant correlation of species richness was found to plot distance from channel, plot
distance from forest edge, the number of trees recorded in plot, or the basal area of trees in
plot when the plots were evaluated as a whole (Table 4). When the vegetation plots were
divided by stand and evaluated separately, Stand 1 has a slightly positive correlation to
distance from channel and species richness and Stand 2 has a slightly negative correlation
to distance from channel and species richness (Figure 8 and Figure 9). This change in
relationship between stands may be attributed to canopy closure and gap (natural and
artificial) ecology. Based on visual observations, higher species richness appears to be
related to canopy gaps created by fallen or topped trees as well as close proximity to the
forest edge. In Stand 1 there is more canopy closure close to the channel. Stand 2 is
somewhat reversed in that the dense canopy closure is broken by the channel and access
road opening; the larger trees are generally located farther from the channel.
Species richness curves were developed for plot 62+00 (Stand 1) and plot 102+00 (Stand
2). Figures 10 and 11 illustrate the species area curves. These curves show a typical
species richness curve with good correlation to the data with high RZ values (R2=0.96 and
0.90). The minimal area appears to have been captured within the plots (the point on the
curve where the slope most rapidly approaches horizontal). Stand 1 plots are grouped close
to the richness curve and Stand 2 plots have greater variability. The number of species per
plot in Stand 1 is greater despite having fewer plots and may be explained by the more
open canopy. There is more canopy closure in Stand 2 except in the linear artificial gap
? created by the existing channel and access road and natural gaps created by windthrow.
This provides a wide range in the amount of closure and influencesthe range of richness
values recorded.
0
•
Figures
•
Figure 1. USGS Quadrangle Map
Figure 2. NRCS Soils Map
Figure 3. Tree Stands 1 and 2
Figure 4. Stand 1 Tree Survey and Vegetation Plots
Figure 5a. Stand 2 Tree Survey and Vegetation Plots
Figure 5b. Stand 2 Tree Survey and Vegetation Plots
Figure 6. Stand 1 DBH and Tree Species Distribution
Figure 7. Stand 2 DBH and Tree Species Distribution
Figure B. Stand 1- Richness vs. Plot distance to Channel Edge
Figure 9. Stand 2- Richness vs. Plot distance to Channel Edge
Figure 10. Stand 1 Species Area Curve
Figure 11. Stand 2 Species Area Curve
0
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Ly Lynchburg sandy loam WE Wehadkee loam, frequently flooded
Figure 2.
Soils Map
Floogie Site
0 250 500 1,000 1,500 2,000
Feet
LEGEND
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Figure 3.
Proposed Easment Boundary Tree Stands 1 and 2 N
? Rrcrposed Jurisdictional Wetlands
W L
Existing Stream 0 200 400 800
Feet
S
Stand 1 1 inch equals 400 feet
? Stand 2
M
Legend
45
48
Existing Stream
Proposed Stream Restoration
4
r82 80
01 U-
83 0
C
71
Stand 2
Tree ID #
DBH
Scientific Name
39
18.3
Acer rubrum
40
20.4
Quercus michauxii
41
19.0
Acer rubrum
42
20.2
Acer rubrum
43
18.5
Acer rubrum
45
20.1
Quercus laurifolia
46
19.9
Pinus taeda
47
19.1
Pinus taeda
48
19.6
Liriodendron tulipifera
49
21.0
Quercus nigra
50
24.4
Pinus taeda
51
20.8
Quercus nigra
52
21.0
Quercus michauxii
53
19.4
Liquidam bar styraciflua
54
20.1
Acer rubrum
55
Dead Tree
56
19.9
Nyssa biflora
57
20.4
Nyssa biflora
58
Dead Tree
59
31.4
Quercus laurifolia
60
23.2
Pinus taeda
61
25.1
Liquidambar styraciflua
62
22.0
Quercus laurifolia
63
20.4
Acer rubrum
64
23.4
Acer rubrum
65
19.1
Nyssa biflora
66
20.4
Pinus taeda
68
21.0
Acer rubrum
69
24.4
Quercus laurifolia
70
22.3
Liriodendron tulipifera
71
Dead Tree
72
20.8
Quercus nigra
73
29.3
Acer rubrum
74
26.5
Quercus laurifolia
75
27.7
Quercus phellos
76
20.4
Quercus phellos
77
18.5
Quercus laurifolia
78
18.5
Acer rubrum
79
20.8
Quercus laurifolia
80
22.2
Quercus laurifolia
81
19.9
Quercus laurifolia
82
25.6
Quercus laurifolia
83
23.0
Quercus laurifolia
Figure 5b.
Stand 2 Tree Survey and Vegetation Plots
Proposed Easement Boundary
Trees and unique habitat trees
with a DBH 18.0 or greater
0 Vegetation and Species Richness Plots
0 Vegetation Plots
0 50 100 200 300
Feet
1 inch equals 100 feet
N
W�E
S

• s
Figure 6. Stand 1 DBH and Tree Species Distribution
11
¦ Quercus michauxii
?Quercus laurifolia
? Liquidambar styraciflua
eAcer rubrum
E Ilex opaca
• • •
70
60
50
N
m
L
0 40
?
E
n
Z 30
?o
.r
0
?
20
10
0
Figure 7. Stand 2 DBH and Tree Species Distribution
DBH Class
S Pinus taeda
? Quercus phellos
¦ Quercus nigra
¦ Nyssa biflora
e Magnolia virginiana
e Lirodendron tulipifera
¦ Cyrilla racemiflora
• Quercus michauxii
? Quercus laurifolia
? Liquidambar styraciflua
¦Acer rubrum
Ollex opaca
3-6 6-12 12-18 18+
• • ?
Figure 8. Stand 1- Richness vs. Plot Distance to Channel Edge
30 _ ?_..a._.??
i
Rz=0.3841 ?
i
25
? i
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i
?
20
?
m ;
t 15
?
?
10
?
?
5
i
?
?
?
0
0 20 40 60 80 100 120 140
Distance to Channel Edge (ft)
? Distance to Channel Edge Linear (Distance to Channel Edge)
0 0
Figure 9. Stand 2- Richness vs. Plot Distance to Channel Edge
30
25
20
?
m
? 15
?
iE
10
5
Distance to Channel Edge (ft)
•
• Distance to Channel Edge Linear (Distance to Channel Edge)
0 20 40 60 80 100 120 140 160
0 • •
Figure 10. Stand 1 Species Richness Area Curve
30
25
? 20
d
.?
?
O 15
?
.?
E
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? Stand 1 Log. (Stand 1)
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•
Figure 11. Stand 2 Species Richness Area Curve
Plot Area (SF)
•
? Stand 2 Log. (Stand 2)
0 500 1000 1500 2000 2500 3000 3500 4000
•
Tables
?
Table 1. Height and Age of Canopy Trees
Table 2. Stand 2 Site Indices
Table 3. Species List and Plot Occurrences
Table 4. Species Richness Correlation to Environmental Variables
49
• Table 2. Stand 2 Site Indices
Species Number
of Trees Average
Age Average
Height
(ft) Average
Site
Index'
Liquidambar
styraciflua 4 40.25 85 95
White Oaks2 1 61 89 80
Red Oaks3 2 46.5 84.5 90
Acer rubrum 6 46.5 78.7 80
' Site index at 50 years in Eastern US; from NC Forest
Service "Foresters Feld Handbook", 1988
2 White Oaks include Quercus michauxii
3 Red Oaks include Quercus phellos, and Quercus
laurifolia
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0 0 0
• Table 4. Species Richness Correlation to Environmental Variables
Distance from channel Ft`=0.09
Stand 1 Distance from channel RZ=0.38
Stand 2 Distance from channel R2=0.20
Distance from forest edge R2=0.03
Number of trees recorded in plot R2=0.06
Basal area of trees in plot R2=0.07
•
0
•
Appendices
•
Appendix A. Tree Survey Raw Data
Appendix B. Vegetation Plot DBH Raw Data
Appendix C. Plot Photographs
?
• Appendix A. Tree Survey Raw Data
•
•
Tree ID # DBH Common Name Scientific Name
1 24.5 Red Maple Acer rubrum
2 19.8 Sweetgum Liquidambar styraciflua
3 31.8 Swamp Chestnut Oak Quercus michauxii
4 28.7 Laurel Oak Quercus laurifolia
5 dead tree Dead Tree
6 20.7 Tulip Poplar Liriodendron tulipifera
7 25.7 Laurel Oak Quercus laurifolia
8 23.5 Red Maple Acer rubrum
9 20.0 Red Maple Acer rubrum
10 26.4 Red Maple Acer rubrum
11 19.0 Red Maple Acer rubrum
12 18.2 Sweetgum Liquidambar styraciflua
13 27.4 Red Maple Acer rubrum
14 18.6 Laurel Oak Quercus laurifolia
15 20.8 Sweetgum Liquidambar styraciflua
16 18.0 Laurel Oak Quercus laurifolia
17 21.1 Red Maple Acer rubrum
18 19.5 Sweetgum Liquidambar styraciflua
19 20.6 Swamp Chestnut Oak Quercus michauxii
20 22.5 dead tree Dead Tree
21 18.2 dead tree Dead Tree
22 26.7 Swamp Chestnut Oak Quercus michauxii
23 19.5 Laurel Oak Quercus laurifolia
24 dead tree Dead Tree
25 18.0 Laurel Oak Quercus laurifolia
26 19.1 Swamp Chestnut Oak Quercus michauxii
27 21.6 Swamp Chestnut Oak Quercus michauxii
28 27.0 Tulip Poplar Liriodendron tulipifera
29 19.8 Red Maple Acer rubrum
30 21.1 Red Maple Acer rubrum
31 dead tree Dead Tree
32 18.3 Red Maple Acer rubrum
33 23.1 Laurel Oak Quercus laurifolia
34 20.5 Red Maple Acer rubrum
35 22.6 Willow Oak Quercus phellos
36 20.1 Swamp Chestnut Oak Quercus michauxii
37 22.0 Laurel Oak Quercus laurifolia
38 20.1 Swamp Chestnut Oak Quercus michauxii
39 18.3 Red Maple Acer rubrum
40 20.4 Swamp Chestnut Oak Quercus michauxii
41 19.0 Red Maple Acer rubrum
•
?
•
Tree ID # DBH Common Name Scientific Name
42 20.2 Red Maple Acer rubrum
43 18.5 Red Maple Acer rubrum
45 20.1 Laurel Oak Quercus laurifolia
46 19.9 Loblolly Pine Pinus taeda
47 19.1 Loblolly Pine Pinus taeda
48 19.6 Tulip Poplar Liriodendron tulipifera
49 21.0 Water Oak Quercus nigra
50 24.4 Loblolly Pine Pinus taeda
51 20.8 Water Oak Quercus nigra
52 21.0 Swamp Chestnut Oak Quercus michauxii
53 19.4 Sweetgum Liquidambar styraciflua
54 20.1 Red Maple Acer rubrum
55 dead tree Dead Tree
56 19.9 Swamp Blackgum Nyssa biflora
57 20.4 Swamp Blackgum Nyssa biflora
58 dead tree Dead Tree
59 31.4 Laurel Oak Quercus laurifolia
60 23.2 Loblolly Pine Pinus taeda
61 25.1 Sweetgum Liquidambar styraciflua
62 22.0 Laurel Oak Quercus laurifolia
63 20.4 Red Maple Acer rubrum
64 23.4 Red Maple Acer rubrum
65 19.1 Swamp Blackgum Nyssa biflora
66 20.4 Loblolly Pine Pinus taeda
67 17.8 Red Maple Acer rubrum
68 21.0 Red Maple Acer rubrum
69 24.4 Laurel Oak Quercus laurifolia
70 22.3 Tulip Poplar Liriodendron tulipifera
71 dead tree Dead Tree
72 20.8 Water Oak Quercus nigra
73 29.3 Red Maple Acer rubrum
74 26.5 Laurel Oak Quercus laurifolia
75 27.7 Willow Oak Quercus phellos
76 20.4 Willow Oak Quercus phellos
77 18.5 Laurel Oak Quercus laurifolia
78 18.5 Red Maple Acer rubrum
79 20.8 Laurel Oak Quercus laurifolia
80 22.2 Laurel Oak Quercus laurifolia
81 19.9 Laurel Oak Quercus laurifolia
82 25.6 Laurel Oak Quercus laurifolia
83 23.0 Laurel Oak Quercus laurifolia
85 25.9 Tulip Poplar Liriodendron tulipifera
89 21.8 Swamp Chestnut Oak Quercus michauxii
El
•
E
Appendix B. Vegetation Plot DBH Raw Data
I 0
I •
Plot # Tree # Species DBH Age Height (ft)

79+50 Quercus michauxii 17.6 61 89
f?
82+00
Acer rubrum
5.2
82+00 Acer rubrum 14.2 41 77
82+00 Acer rubrum 4.4
82+00 Acer rubrum 4.5
82+00 Acer rubrum 5.5
82+00
. Acer rubrum 8.8
7
84+50
Quercus michauxii
4.1
84+50 Quercus michauxii 5.4
84+50 Li uidambar st raciflua 9.8
84+50 Li uidambar st raciflua 13.6 44 86
84+50 Acer rubrum 13.1
84+50 Acer rubrum 7.7
87+00 Acer rubrum 8.6
87+00 Acer rubrum 3.9
87+00 Acer rubrum 6.8
87+00 Acer rubrum 7.2
89+50 Quercus michauxii 13.5
89+50 Quercus hellos 14.1 38 86
J
? 89+50 35 Quercus hellos 22.2
a 89+50 Quercus laurifolia 15.7
? 89+50 llex o aca 3.1
89+50 Acer rubrum 3.2
?.?
92+00
Quercus michauxii
5.3
92+00 Quercus michauxii 11.1
92+00 Quercus michauxii 8.4
92+00 Acer rubrum 6.3
92+00 Acer rubrum 4.1
92+00 Li uidambar st raciflua 10.3 31 77
92+00 Li uidambar st raciflua 3.5
92+00 N ssa biflora 4.2
92+00 N ssa biflora 5.1
92+00 N ssa biflora 7.3
92+00 N ssa biflora 4.1
92+00 N ssa biflora 9.2
92+00 Quercus laurifolia 8.3

: 92+00
1;m Quercus laurifolia 13.3
7
94+50 N ssa biflora 7.8 42 75
94+50 Acer rubrum 3.7
94+50 Acer rubrum 3.3
94+50 C rilla racemiflora 7.2
94+50 Quercus michauxii 4.5
3.84
9.29
11.72
5.78
15.66
21.93
5.78
I •
i•
le
le
Plot # I Tree #
97+00
97+00
g7+00
g7+00
97+00 43
97+00
97+00
97+00
99+50
99+50
99+50
99+50
gg+50
99+50
99+50
99+50
99+50
102+00
102+00
? 102+00
? 102+00
n 102+00
102+00
102+00
102+00
102+00
102+00
107+00 I 60
Species
Acer rubrum
Acer rubrum
Acer rubrum
Acer rubrum
Acer rubrum
llex opaca
llex opaca
Acer rubrum
Acer rubrum
Acer rubrum
Acer rubrum
Quercus nigra
Quercus michauxii
Quercus michauxii
Quercus michauxii
Acer rubrum
Acer rubrum
Acer rubrum
Acer rubrum
Acer rubrum
llex opaca
Quercus laurifc
I"' V
iAcer rubrum
Acer rubrum
Acer rubrum
yuidambar styra
Acer rubrum
Acer rubrum
Ilex o aca
MEMEM
Acer rubrum
Acer rubrum
Acer rubrum
Acer rubrum
Acer rubrum
Pinus taeda
DBH Age
11.0 43
3.2
5.2
4.9
18.1
4.8
4.0
3.0
4.1
3.5
4
4.2
6.1
3.5
4.8
7.5
13.6
7.3
5.6
4.7
3.4
10.5 45
3.8
4.6
5.0
14.2 52
4.1
19.3
5.4
4.1
3.3
17.4 50
7.6
4.6
5.7
3.5
23.1
ght
77
76
74
79
13.48
8.94
17.37
12.09
13.50
?I
•
0
• Appendix C. Vegetation Plot Photographs
•
•
Photo 1. Vegetation Plot at 57+00 looking south.
Photo 2. Vegetation Plot at 59+50 looking west.
0
0
0
Photo 3. Vegetation Plot at 62+00 looking south.
Photo 4. Vegetation Plot at 64+50 looking east.
•
E
0
Photo 5. Vegetation Plot at 65+75 looking west.
Photo 6. Vegetation Plot at 69+50 looking east.
•
•
0
Photo 7. Vegetation Plot at 72+00 looking east.
Photo 8. Vegetation Plot at 74+50 looking east.
•
•
0
Photo 9. Vegetation Plot at 77+00 looking north.
Photo 10. Vegetation Plot at 79+50 looking east.
u
•
0
Photo 11. Vegetation Plot at 82+00 looking south.
•
•
0
Photo 13. Vegetation Plot at 87+00 looking south.
Photo 14. Vegetation Plot at 89+50 looking east.
0
•
0
Photo 15. Vegetation Plot at 92+00 looking east.
Photo 16. Vegetation Plot at 94+50 looking east.
?
?
0
Photo 17. Vegetation Plot at 97+00 looking east.
0
0
CJ
Photo 19. Vegetation Plot at 102+00 looking east.
Photo 20. Vegetation Plot at 104+50 looking west.
•
•
0
Photo 21. Vegetation Plot at 107+00 looking west.
!
•
0
Photo 23. Vegetation Plot at 112+00 looking east.
E
Appendix C: Hydrologic Analyses
?
0
•
•
Project : Floogie3
Basin Modei : Basin 1
n
U
HEC-HMS Oct 09 15:00 32 EDT 2006 1
Deficit and ConstanUClark Unit Hydrograph
• Hydrologlc Element Drainage Area (M12) Peak Discharge (CfS)
------------------------- Time of Peak
- ---------------------- Volume (IN)
--------------
Junc(ion 298 100.23 01Jun2006, 05:45 0_18
Outlet 3 32 101 65 01Jun2006, O5 05 0 18
Reach-1 221 92 74 01 Jun2006, 05:55 0.2
Reach-2 OJ7 42 43 01Jun2006, 04 35 0 13
Reach-3 2.98 100.03 01Jun2006, 05 55 018
Subbasin-1 2.21 9401 01Jun2006, 05:10 0.2
Subbasin-2 0.77 42 43 01 Jun2006, 04 00 013
Subbasin-3 0.34 27 01Jun2006, 03 35 0 13
SCS Curve Number/SCS Unit Hydrogreph
Hydrologic Element Drainage Area (M12)
--- ---- Peak Discharge (CFS)
-- -
- Time of Peak Volume (IN)

Junction
298 ---
-------------- -----
130J3 ----------------------
01Jun2006, 06.25 ---------------
0 29
Outlet 3.32 135 09 01Jun2006, 0615 0.28
Reach-1 221 108.79 01Jun2006, 06_30 0.32
Reach-2 0 77 33.97 01Jun2006, 04:40 0.19
Reach-3 298 130 43 01Jun2006, 06:35 029
Model Subbasin-1 221 109.53 01Jun2006, 05:40 0.32
Model Subbasin-2 0 77 34 02 01Jun2006, 04 OS 0.19
Model Subbasin-3 0.34 25.37 01Jun2006, 03:35 0.21
•
Initial and ConstanUSnyder Hydrograph
Hydrologic Element Drainage Area (11i
---------------- Peak Discharge (CFS) Tfine of Peak Volume (IN)

Junction ------
2 98 -- --------------------------
108.22 --------------------
01Jun2006, 05 25 --------------
0.18
Outlet 3.32 108.74 01 Jun2006, 05.40 0 18
Reach-1 221 90,59 01Jun2006,05:45 02
Reach-2 0_77 32.49 01Jun2006, 04:50 0-13
Reach-3 298 107.89 01Jun2006, 05 40 0.18
Model Subbasin-1 2 21 9216 01Jun2006, 05:00 0.2
Model Subbasin-2 0 77 3257 01Jun2006, 04:20 0.13
Model Subbasln-3 0 34 29.77 01Jun2006, 0135 0 13
SCS Curve Number/Clark Hydrograph
Hydrologic Element Drainage Area (M12)
-------------- Peak Discharge (CFS) Time of Peak Volume (IN)

Junction
2.98 -------- -----
168.63 -----------------------
01Jun2006, 05:35 ---------------
0 29
Outlet 3.32 178.08 01Jun2006, 05 45 0.28
Reach-1 2.21 145.19 01Jun2006, 05_40 0.32
Reach-2 0.77 35-5 01Jun2006, 04:30 0.19
Reach-3 2.98 16777 01 Jun2006, 05 45 0 29
Model Subbasin-I 2 21 148.38 01Jun2006, 04 55 0.32
Model Subbasin-2 0.77 35J1 01Jun2006, 04:00 0-19
Model Subbasin-3 0.34 1983 01 Jun2006, 03:40 021
0
0
0
?
?
m
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0
Model Reach-3
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A enc Site Number Site Name From To Count

USGS
205311 WILDCAT SWAMP
NEAR JACKSON, NC
3/2/195
1/5/1971
19
Northampton County, North Carolina
Hydrologic Unit Code 03010204
Latitude 36°25'48", Longitude 77°22'24" NAD27
Drainage area 0.69 square miles
Water
Year
Date Gage
Height
feet
Rank Stream-
flow
cfs
Recurrence
Interval
1958 7-Ma -58 25.97 1 278 20.0
1960 Se . 12, 1960 25.8 2 150 10.0
1965 Dec. 27, 1964 24 93 3 90 6.7
1957 Feb. 05, 1957 24.61 4 84 5.0
1968 Jan 14, 1968 24.64 5 84 410
1971 Jan. 05, 1971 24.54 6 82 3.3
1954 24-Ma -54 24.44 7 81 2.9
1962 Jul. 16, 1962 24.27 8 76 2.5
1969 Au . 05, 1969 24.17 g 72 2.2
1956 6-Ma -56 23.27 10 51 2.0
1963 21-Ma -63 2117 11 48 1.8
1964 Se . 13, 1964 12 40,02 1 7
1961 Au . 20, 1961 22.94 13 40 1.5
1959 A r. 13, 1959 22.75 14 34 1.4
1955 Au . 12, 1955 22.73 15 33 1.3
1966 Feb 24, 1966 22 66 16 30 1.3
1970 A r. 14, 1970 22 46 17 24 1.2
1967 Au . 22, 1967 22.16 18 15 1.1
1953 Mar. 02, 1953 22,041 19 12 ? ?
; Q2 33 64' cfs
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Recurrence Interval (Years)
• _
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•
•
A enc Site Number Site Name From To Count
USGS 2053550 CHINKAPIN CREEK NEAR COLERAIN, NC 611511953 2/13/1971 19
Bertie County, North Carolina
Hydrologic Unit Code 03010203
Latitude 36°11'52", Longitude 76°47'14" NAD27
Drainage area 8.90 square miles
Gage datum 14.29 feet above sea level NGVD29
Water
Year
Date Gage
Height
feet
Rank Stream-
flow
cfs Recurrence
Interval
1961 11-Ma -61 23.71 1 960 20.0
1960 Se . 12, 1960 23 25 2 795 10.0
1955 Se . 20, 1955 23.17 3 770 6.7
1966 Jan. 24, 1968 22 42 4 550 5.0
1971 Feb 13, 1971 21.46 5 305 4.0
1965 Oct 06, 1964 21.36 6 282 3.3
1956 7-Ma -58 21.42 7 280 2.9
1954 Jan.1954 21.38 8 270 2.5
1969 Au . 05, 1969 20 95 9 198 2.2
1970 Feb. 03, 1970 20.88 10 185 2.0
1953 Jun. 15, 1953 20.91 11 170 1,8
1967 Au . 22, 1967 20.79 12 166 17
1959 A r 1959 . 20.75 13 160 1.5
1962 Jun. 03, 1962 20.61 14 135 1 4
1956 6-Ma -56 20.79 15 133 1.3
1964 Se 13, 1964 20.58 16 130 1,3
1966 Feb 24, 1966 20.54 17 122 1.2
1957 Feb.1957 20.51 18 105 1.1
1963 Jun. 03, 1963 20.13 19 52 1.1
&
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Recurrence Interval (Years)
u
A enc Site Number Site Name From To Count
USGS 2053170 CUTAWHISKIE CREEK 1953-02-00 2/8/1971 1
• Northampton County, NoRh Carolina
Hydrologic Unit Code 03010204
Latiiude 36°18'06", Longitude 77°11'45" NAD27
Drainage area 11.79 square miles
•
Water
Year
Date Gage
Height
feet
Rank Stream-
flow
cfs
Recurrence
Intervai
1960 Se . 12, 1960 23.27 1 1,050 20.0
1964 Se . 13, 1964 20.93 2 810 10.0
1968 Jan. 14, 1968 20.84 3 800 6.7
1955 Se . 05, 1955 22,61 4 700 5.0
1965 Dec. 27, 1964 20.64 5 690 4.0
1969 Jun. 19, 1969 2043 . 6 640 3.3
1967 Au . 21, 1967 20.02 7 510 2.9
1966 Au . 15, 1966 19.83 8 470 2.5
1958 7-Ma -58 21.94 9 434 2.2
1954 Jan.26,1954 21.76 10 380 2.0
1970 Feb. 03, 1970 19.76 11 294 1.8
1956 Mar. 16, 1956 21.38 12 260 1.7
1961 11-Ma -61 21.37 13 260 1.5
1957 Feb. 04, 1957 21.35 14 250 1.4
1971 Feb. 08, 1971 19.2 15 208 1.3
1962 Feb.24,1962 20.91 16 150 1.3
1959 A r. 13, 1959 20.85 17 138 12
1953 Feb.1953 20.54 18 86
1963 Se . 15, 1963 14.69
, o,ooo
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Recurrence Interval (Yea(s)
• __ _ _ __._ . _ _ _. _ . . _. __...
•
•
Agency Site Number Site Name From To Count
USGS 2081060 SMITHWICK CREEK TRIBUTARY NR WILLIAMSTON 1953-03-00 3/3/1971 19
Martin County, Norlh Carotina
Hydrologlc Unil Code 03010107
Latitude 35°43'S1", Longitude 77°04'42" NAD27
Drainage area 0.92 square miles
Water
Year
Date Gage
Height
feet
Rank Stream-
flo?'+?
cfs Recurrence
Interval
1965 Oct. 05, 1964 23.9 1 252 20.0
1955 Sep. 20, 1955 23.86 2 250 10.0
1971 Mar. 03, 1971 23.65 3 220 6.7
1956 Sep. 26, 1956 2156 4 210 5.0
1962 Jul. 04, 1962 23,3 5 180 4.0
1960 Sep. 12, 1960 22.65 6 115 3.3
1966 30-Ma -66 22.5 7 102 2.9
1959 Apr.1959 2211 8 74 2.5
1961 11-Ma -61 22.11 9 74 2.2
1968 Mar. 13, 1968 21.91 10 65 2.0
1969 Mar. 19, 1969 21.82 11 57 1.8
1954 Jul. 1954 21.68 12 49 1.7
1958 Au - 26, 1958 21 67 13 48 1.5
1964 Mar. 15, 1964 21.62 14 47 1.4
1967 Sep. 10, 1967 21.5 15 40 1.3
1970 Nov. 02, 1969 21.5 16 40 13
1963 Jan. 21, 1963 21.32 17 32 1.2
1957 Oct. 1956 21.25 18 29 11
1953 Mar. 1953 207 19 10 1.1
10000
?
? 1000
, rn
m
u
N
0
N
a
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?
, c 100
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Recurrence Interval (Years)
0
A enc Site Number Site Name From To Count
USGS 2082630 HARTS MILL RUN NEAR TARBORO, NC 6/23/1953 3/4/1971 19
• Martin Counfy, North Carolina
Hydrologic Unit Code 03010107
Latitude 35°43'S1 ", Longitude 77°04'42" NAD27
Drainage area 0.92 square miles
Water
Year
Date Gage
Height
feet
Rank Stream-
flow
cfs Recurrence
Interval
1960 Se . 12, 1960 21.81 1 680 19.0
1965 Oct. 05, 1964 21.46 2 530 9.5
1955 Se . 03, 1955 21.94 3 460 6.3
1970 Oct. 02, 1969 21.23 4 460 4.8
1967 Au 21, 1967 21 37 5 430 3.8
1958 Au . 25, 1958 20.78 6 310 3.2
1954 Jan. 22, 1954 21.15 7 275 2.7
1957 Jun 09, 1957 21.17 8 275 2.4
1953 Jun. 23, 1953 21.11 9 260 2.1
1968 Jan. 14, 1968 20.34 10 245 1.9
1966 Mar. 04, 1966 20.35 11 242 1.7
1961 Feb 25, 1961 20.18 12 210 1,6
1964 Mar. 15, 1964 20.14 13 210 1,5
1971 Mar. 04, 1971 20.15 14 210 1.4
1962 Jul. 04, 1962 19.86 15 168 13
1969 Jun. 19, 1969 19.87 16 168 1.2
1959 Oct. 1958 19 73 17 161 1.1
1956 Se . 26, 1956 20.18 18 116 11
1963 1963 19.86
0
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Recurrence IMerval (Years)
200
• _._.. .__. . . . . .. .__..__ _- --_.._ ____..._- --..._.__._......... ___..- __ ...._ _ - - ___-----..__... _.._ _.. ...-----
•
•
A enc Site Number Site Name From To Count

USGS
2083090 BEAVERDAM SWAMP
NEAR HEATHSVILLE, NC
4l13/1953
2/9/1971
19
Halifax County, North Carolina
Hydrologic Unit Code 03020102
Latitude 36°16'49", Longitude 77°41'48" NAD27
Drainage area 9.44 square miles
Water
Year
Date Gage
Height
feet
Rank N Recurrence
Interval
1958 6-Ma -58 23.14 1 20.0
1960 Se . 12, 1960 21 87 2 10.0
1956 Mar. 16, 1956 20.34 3 390 ,
6.7
1954 Jan_ 26, 1954 20.23 4 355 5.0
1965 Au . 01, 1965 20.18 5 335 4.0
1968 Jun. 11, 1968 20.06 6 305 3.3
1967 Au . 24, 1967 19.88 7 260 2.9
1955 Se . 19, 1955 19.79 8 240 2.5
1962 Jan. 06, 1962 19.78 9 240 2.2
1959 Dec. 29, 1958 19.64 10 210 20
1961 11-Ma -61 19.62 11 200 1.8
1969 Au . OS, 1969 19.43 12 164 1.7
1971 Feb. 09, 1971 19.31 13 140 1.5
1966 Feb. 28, 1966 19.29 14 138 1.4
1964 Se . 13, 1964 19.25 15 130 1.3
1970 A r. 14, 1970 19.12 16 110 13
1957 1957 19 17 95 1.2
1963 Mar. 17, 1963 19.02 18 90 1 1
1953 A r. 13, 1953 18 61 19 50 1.1
; Q233~ ;?201 cfs ''
i 10,000
i
? y
; u
I ?1,000
i t
u
i p
Y
A
y
a
j 100
c
c
C
10
0_0
•
5.0 10A 15.0 20.0 25.0
Recurrence Interval (Years)
•
•
Site
A enc
9 y
Number
Site Name
From
To
Count
USGS 2083410 DEEP CREEK NEAR SCOTLAND NECK, NC 4/13/1953 2/9/1971 21
Halifax County, North Carolina
Hydrologic Unit Code 03020102
Lalitude 36°09'26", Longitude 77°28'24" NAD27
Drainage area 11.70 square miles
Water
Year
Date Gage
Height

feet
Rank Stream-
flow

cfs
Recurrence
Interval
1960 Oct. 11, 195 19.15 1 2,080 22.0
1955 Sep 05, 195 19.25 2 2,300 11.0
1954 Jan.1954 18.67 3 940 7.3
1957 Feb.1957 18.66 4 940 5.5
1968 Jan.14,196 18.58 5 800 4.4
1972 16-Ma -72 18.51 6 730 3.7
1958 7-Ma -58 18.49 7 540 3.1
1971 Jan. 07, 197 18.25 8 500 2.8
1965 Dec. 27, 196 18.06 9 370 2.4
1956 Mar. 16, 195 18.05 10 360 2.2
1970 Oct. 03, 196 18 11 350 2.0
1966 Mar. 04, 196 17.98 12 340 1.8
1973 Apr. 01, 197 17.87 13 300 1.7
1963 Jan. 21, 196 17.8 14 270 1.6
1964 Feb. 06, 196 17.78 15 260 1.5
7 959 Apr. 13, 1 95 17J6 16 255 1.4
1969 Feb. 02, 196 17.66 17 225 1.3
1961 Feb. 21, 196 17.63 18 217 12
1962 Feb. 23, 196 17,37 1g 138 1.2
1967 Jan 08, 196 17.32 20 125 1.1
1953 Au .1953 17.12 21 82 ?.0
10,000
?
u
? 1,000
v
rn
?
u
N
?
Y
A
?
a
?
? ioo
?
a
io
n Z1
Q733 , ?J20 ,CfS ... ,. ,
• : ---- -------
- ----
i
?? --?.-- --
-- --
---- -? ? ._-?------ --- ---- _ --- ------ ----
-- --------- ------ - y = 678.03Ln(x) - 51386
R2 = 0 873
0.0 5.0 10.0 15,0 20.0 zs o
Rrecurrence tnterval (Years)
•
\ J
CJ
A enc Site Number Site Name From To Count

IUSGS 1
2084070 GREEN MILL RN AT ARLINGTON BLVD AT
GREENVILLE, NC
8/10/1951
2/12/1985
35
Pitl County, North Carolina
Hydrologic Unit Code 03020103
Latitude 35°37'04", Longitude 77°22'17" NAD27
Drainage area 9.10 square miles
Gage datum 27.12 feet above sea level NGVD29
Water
Year
Date Gage
Height
feet
Rank Stream-
flow
cfs Recurrence
interval
1953 Jun. 23, 1953 1 1,030 36.0
1981 Au . 12, 1981 10.56 2 864 18.0
1984 Jul. 17, 1984 9.88 3 714 12.0
1982 Au . 01, 1982 9.65 4 669 9.0
1983 Jun. 08, 1983 9.48 5 637 7.2
1974 Au . 06, 1974 6 624 6.0
1978 Nov. 06, 1977 7 598 5.1
1973 Jun. 09, 1973 8 529 4.5
1971 Jul. 10, 1971 9 458 4.0
1976 Jun. 27, 1976 10 416 3.6
1985 Feb. 12, 1985 8.1 11 398 3.3
1962 Ju1.04, 1 962 12 397 3.0
1951 Au 10,1951 13 368 2.8
1952 Mar. 04, 1952 14 366 2.6
1960 Jul. 29, 1960 15 351 2.4
1980 Mar. 18, 1980 7.63 16 338 2.3
1966 Jul 06, 1966 17 330 2.1
1955 Au .17,1955 18 310 2.0
1968 Au . 11, 1968 19 266 1 9
1959 Jul. 13, 1959 20 264 1.8
1965 OcL 05, 1964 21 Zqs 1.7
1972 Au . 18, 1972 22 237 1.6
1961 Jun. 26, 1961 23 213 1.6
1963 Au .08,1963 24 200 1,5
1964 Au . 31, 1964 25 190 1.4
1967 Au . 11, 1967 26 189 1 4
1956 Jul. 10, 1956 27 176 1.3
1958 Au .26,1958 28 144 1.3
1970 Oct. 03, 1969 29 132 1.2
1957 Feb.28,1957 30 119 1.2
1954 Au .27,1954 31 113 1.2
1969 Au 04,1969 32 102 1,1
1975 Dec.01,1974 33 75 11
1977 25-Ma -77 34 74 1 1
1979 Jun. 11, 1979 35 57 1.0
10,000
?
-' 1,000
d
a
A
L
U
W
O
Y
N
Y
a
N
? ?00
C
C
Q
10
0.0 5.0 100 150 200 25.0 30.0 35.0 409
Rewrrence Interval (Years)
0 I
• Pitt County, North Carolina
Hydrologic Unit Code 03020103
Latitude 35°33'S5", Longitude 77°14'43" NAD27
Drainage area 7.50 square miles
A enc Site Number Site Name From To Count

USGS
2084164 JUNIPER BRANCN AT SR1766 NR
SIMPSON, NC
1/28/1976
11/30/1985
11
Water
Year
Date Gage
Height
feet
Rank Stream-
floW
cfs Recurrence
Interval
1978 5-Ma -78 16.83 1 996 12.0
1979 Jun. 11, 1979 16.63 2 740 6.0
1981 Jun. 06, 1981 16.43 3 614 4.0
1982 Au . 01, 1982 16 33 4 557 3.0
1980 21-Ma -80 16.16 5 470 2.4
1984 Jui. 17, 1984 16.09 6 441 20
1985 Au 02, 1985 15 48 7 260 1.7
1983 Oct. 25, 1982 15 46 8 256 1.5
1986 Nov 30, 1985 15.3 9 225 1.3
1977 24-Ma -77, 14.7 10 98 1.2
1976 Jan. 28, 1976 14.64 11 71 1.1
Mal 1311:101,111
?
10000
2
U
d 1000
?
A
L
U
N
?
Y
IO
d
a
y = 376.09Ln(x) + 93.673
Rz = 09713
j 100
c
c
Q
10 4-
00
2.0 4.0 6.0 80 100 12.0 14 0
Recurrence Interval (Years)
??
•
0
1000(
1000
10
Site
A
enc
9 Y
Number
Site Name
From
To
Counl I
USGS 2084500 HERRING RUN NEAR WASHINGTON, NC 1946-00-00 316/1980 31
Beauforl Counly, North Carolina
Hydrologic Unil Code 03020104
Lalitude 35°34'03", Longitude 77°01'09" NAD27
Drainage area 9.59 square miles
Gage dawm 2.00 (eet above sea Ieve1 NGVD29
Water
Year
Date Gage
Height
feet
Rank Stream-
{loN,
cfs
Recurrence
Inlerval
1964 Sep. 13, 1 14.85 1 620 31.0
?972 Oct. 01, 19 14.8 2 586 15.5
1955 Sep. 19, 1 14.77 3 548 10.3
1965 Oct.05, 19 13.69 q 482 7_8
1971 Sep. 30, 1 13.77 5 467 6.2
1978 Nov. 07, 1 13.71 6 461 52
1962 Jun. 30, 19 13.47 7 410 4.4
1968 Mar. 12, 19 13.45 8 405 3.9
1966 Jul. 12, 19 1228 9 345 3,4
1960 Sep. 12, 1 13 10 334 3.1
1977 Au . 23, 1 12.16 11 314 2.8
1969 Jun. 19, 19 11.91 12 312 2.6
7967 Jul. 16, 19 11 61 13 287 2.4
1970 Nov. 02, 1 11 55 14 282 2.2
1951 Jun. 27, 19 11.21 15 271 2.1
T979 Feb. 25, 19 11.58 16 267 tg
1961 Sep. 03, 1 1224 17 257 1.8
1963 Jan. 21, 19 11.56 18 248 1.7
1959 Mar. 06, T9 11.05 19 208 1.6
1974 Au . 05, 1 10.71 20 206 1.6
1956 Jul. 10, 19 10.66 21 190 1.5
9952 Mar. 04, 1 928 22 145 1.4
1953 Sep. 27, 1 922 23 139 1 3
1975 Jul. 14, 19 9.49 24 134 1.3
T973 Feb. 13, 19 9.45 25 132 1.2
1980 Mar 06, 1 9.42 26 131 1 2
1954 Jan.16, 19 887 27 120 1.1
1957 Mar 08, 19 9.26 28 110 1.1
1958 Feb. 26. 19 9.45 29 95 1.1
1976 Jan. 28, 19 8.52 30 88 1.0
1946 1946 17 31
- --------i-----T -- -
_- ? -- _ .w?_---
-_____.
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--Y=--1-7-54-1L-nEx)-1-2II-26-
----- ---- ---- -..??_9535--..-- ------
n;
2b9 cf5 n? ?;:
m
L
?
A
U
a
q
c 1 00
c
Q
0.0 5.0 10.0 15.0 20.0 25.0
0 . . . ... . . ._. . Recurrence Interval (Years)
__. .. .... ........ ....... ........
30-0 35.0
A enc Site Number Site Name From To Count

USGS
2084520 UPPER GOOSE CREEK NEAR YEATSVILLE,
NC
9/27/1953
4/1/1973
21
• Beaufort County, North Carolina
Hydrologic Unit Code 03020104
Latitude 35°3T25", Longitude 76°53'23" NAD27
Drainage area 1.49 square miles
•
Water Gage Stream-
Year Date Height Rank floW Recurrence
feet ?? Interval
1964 Se . 13, 1964 24.45 1 320 22
0
1955 Se . 20, 1955 24 2 300 .
11
0
1972 Oct. 01, 1971 24.24 3 285 .
7 3
1962 Jun. 30, 1962 24.09 4 237 5
5
1969 Jun. 19, 1969 23.29 5 182 .
4
4
1960 Se . 12, 1960 22 28 6 163 .
7
3
1961 Jun. 26, 1961 22.28 7 163 .
3
1
1965 Jul. 28, 1965 22.8 8 152 .
2
8
1956 Se . 26, 1956 21.89 9 136 .
4
2
1971 Jun. 18, 1971 2218 10 122 .
2
2
1959 Mar. 07, 1959 21.36 11 107 .
2
0
1966 Feb. 28, 1966 21.78 12 107 .
1
8
1968 27-Ma -68 21 22 13 88 .
1
7
1963 Jan. 217963 78 .
1 g
1973 A r. 01, 1973 69 1
5
1970 Feb. 03, 1970 62 .
1
4
1957 Dec.1956 =.3 .
1
3
1967 Feb. 07, 1967 48 .
L2
1954 Jan. 24, 1954 40 t2
1958 Jan. 08, 1958 19.34 20 30 1
1
1953 Se . 27, 1953 19.51 21 29 .
1 0
Of'ror
?
,oo
1
'u iooo
d
?
A
t
?
?
0
Y
a
A
?
c 100
a
-. . .... . .._ . I
.
y = 107 67Ln(x) + 32.048
RZ = 0.9692
io +-
00
o u io o is o zo.o 25.0
Recurrence Interval (Years)

0
A enc Site Number ? Site Name
USGS 2090560 LEE SWAMP TRIBUTARY NR LU
• Wllson County, North Carolina
Hydrologic Unit Code 03020203
Latitude 35°38'21", Longitude 78°01'37" NAD27
Drainage area 2.83 square miles
From I To I Count
6/22/1953 3/411971 1
Water Gage Stream-
Year Date Height Rank flow Recurrence
feet cfs Interval
1960 Jul. 30, 1960 25.96 1 508 20
0
1965 Oct. 05, 1964 27 2 476 .
10
0
1955 Sep. 19, 1955 23.49 3 320 .
7
6
1964 Mar. 15, 1964 23.4 4 290 .
5
0
1967 Au . 11, 1967 23.27 S 260 .
4
0
1954 Jan. 22, 1954 23.1 6 236 .
3.3
1958 7-Ma -58 22.98 7 230 2
9
1961 Feb. 24, 1961 22.8 8 210 .
2
5
1959 Feb. 06, 1959 22.79 9 204 .
2 2
1971 Mar. 04, 1971 22.7 10 190 2
0
1969 Au . O5, 1969 22.58 11 172 .
1
8
1966 Mar. 05, 1966 22.5 12 165 .
1
7
1968 Jan. 14, 1968 22.4 13 150 .
1
5
1962 Jul. 04, 1962 22.07 14 120 .
1
4
1957 Feb. 28, 1957 21.94 15 98 .
1
3
1963 Jan. 21, 1963 21.74 16 95 .
1
3
1956 Mar. 16, 1956 21.86 17 90 .
1
2
1970 OcL 02, 1969 21.42 18 73 .
1
1
1953 Jun.22:1953 21.09 19 44 .
11
•
a
=
- 1000
v
rn
?
t
m

0
?
Y
N
d
a
?a
? ioo
:
Q
io
, ?35 cfs,?
Q733, =
--------- - ---

--

----- -

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

• ------? ---- -
--- -----._. .:- ------- --... --
10000
-- - - - --- - ------
-------- ----------------
------- --
- --------
_?,__ ------- ------------- ------
- ------ ---------- -
- ------
-----..-----.__ _ . .. Y = 153-05 n x +:s5253------
_ --------.._...__------------__
RZ = 0 9695
00 5.0 10.0 15.0 200 25,0
Recurrence Interval (Years)
• __
.
A enc
9 y Site
Number
Site Name
From
To
Count
WHITE OAK SWAMP NEAR
USGS 2081110 WINDSOR, NC 4/13/1953 3/3/1971 16
Bertie County, North Carofina
Hydrologic Unit Code 03010107
Latitude 36°04'46", Longitude 76°58'36" NAD27
Drainage area 17.10 square miles
Water
Year
Date Gage
Height
feet
Rank Stream-
floW
cfs
Recurrence
Interval
1960 Se . 12, 19 20.74 1 1
450 15
0
1965 Ju1, 29, 196 20.91 2 ,
1
510 .
7
5
1955 Se . 05, 19 20.68 3 ,
1,450 .
5
0
1969 Au . 04, 19 18.48 4 840 .
3
8
1970 Feb. 03, 197 18 49 5 840 .
3
0
1954 Jan. 26, 195 18.14 6 610 .
2
5
1956 6-Ma -56 18.14 7 610 ,
2
1
1967 Au . 21, 19 17.4 8 510 .
1
9
1968 Jan. 11, 196 17.39 9 505 ,
1
7
1971 Ma703, 197 17.36 10 500 .
1
5
1959 Dec. 28, 19 17.7 11 495 .
1
4
1958 Au . 26, 19 17.4 12 420 .
1
3
1957 1957 16 97 13 320 .
12
1953 A r. 13, 195 15.82 14 96 11
1961 12-Ma -61 18.51 15
1964 Mar. 15, 196 17.21 16
:?
? ?- INA
?z
•
?
A enc Site Number Site Name From To Count
USGS 2091430 SHEPHERD RUN NEAR SNOW 1953-04-00 3/4/1971 1
? Greene County, North Carolina
Hydrologic Unit Code 03020203
Latitude 35°26'06", Longitude 77°38'42" NAD27
Drainage area 1.47 square miles
9
Water Gage Stream- Recurren
Year Date Height Rank flow ce

1960
Se . 12, 1960 feet
21
69
1 cfs Interval

1965
Ju1. 06, 1965 .
21 5
2 250
225 20.0
10
0
1955 Se . 19, 1955 20.81 3 148 ,
6
7
1964 Se 13, 1964 20.8 4 138 .
5
0
1969 20-Ma -69 20.66 5 124 .
4 0
1970 Nov. 02, 1969 20.53 6 110 3
3
1962 Jui. 04, 1962 20.47 7 105 .
2
9
1971 Mar. 04, 1971 20.15 8 79 .
2
5
1959 Mar. 1959 20.06 g 73 .
2
2
1966 A r. 29, 1966 20.06 10 72 .
2
0
1954 1954 11 70 .
1
8
1956 1956 12 70 .
1
7
19
57 1957 13 70 .
1
5
1961 11-Ma -61 19.63 14 44 .
1
4
1963 Jan. 21, 1963 19.53 15 41 .
1
3
1968 Nov. 25, 1967 19.52 16 40 .
1 3
1958 Oct. 01, 1957 19.35 17 34 1
2
1967 6ec.13,1966 19 18 20 ,
11
1953 A r, 1953 1771 19 5 1.1
,.. ?(3 33 w ? CfS^
1
?
u
d
rn
L
U
N
?
Y
d
a
m
]
C
C
a
? .
-rL--
2--036Ln(x)-+-t7-2.96--------
10
00 5.0 ioo ,s.o zoo
Recurrrence Interval (Years)
250
0
A enc Site Number Site Name From To Count
• USGS 2092520 VINE SWAMP NEAR KINSTON N 1953-09-00 3/4/1971 1
Lenoir County, North Carolina
Hydrologic Unit Code 03020204
Latitude 35°09'29", Longilude 77°33'16" NAD27
Drainage area 6.30 square miles
Water
Year
Date Gage
Height
feet
Rank Stream-
fiow
cfs
Recurrence
Interval
1955 Sep. 19, 1955 23.71 1 840 20.0
1959 Mar. 07, 1959 23.03 2 575 10.0
1961 Jun. 28, 1961 22.94 3 545 6.7
1960 Sep.12,1960 22.91 4 540 5.0
1962 Jul. 04, 1962 22.66 5 460 4.0
1965 Jun. 25, 1965 22.62 6 445 3.3
1971 Mar. 04, 1971 22.24 7 325 2.9
1968 Mar. 14, 1968 21.99 8 290 2.5
1964 Sep. 13, 1964 21 gg 9 270 2.2
1963 Jan. 21, 1963 21.8 10 250 2.0
1953 Sep.1953 21.52 11 217 1.8
1966 Mar. 05, 1966 21.3 12 170 1.7
1967 Feb.07,1967 21.22 13 160 1.5
1970 Feb. 04, 1970 21.28 14 145 1 4
1969 Jun. 16, 1969 20.95 15 122 13
1958 Jan. 25, 1958 20.74 16 99 13
1956 7-Ma -S6 20.73 17 98 1.2
1954 Jan.1954 20.39 18 90 1.1
1957 Mar. 08, 1957 20.38 19 66 1.1
U
ioooo
? iooo
v
o?
?
r
U
N
?
. Y
?
a
?
c 100
Q
0
? n :19
M3; , ? ?280 cfs;; '? ?
f =- =
-- - ------ -----
RZ = 0.9765
,o `
00
5_0 Mo 15.0 2M 25.0
Recurrence Interval (Years)
-------------------- -?
----------- ---- ---------- ----------._._...------- ----i
- --- --- ----1
----- --
-- ----..----- _...--- -----------__..._--- ---,
Floogie Design Q Summary
•
u
rlood t-requency Analysis
Q1.33 = 86.08 A"0.5804
Ratio = 0.8745*Ln(T-year) + 0.2603
Floogie
DA 3.32 mi2
Q2.33 1 72. 7 ft3/5
Q, 45.0 h3/s
Q, s 106.2 ft3/s
Qz 149.7 f[3/5
Qs 288.1 ft'/s
Flood Frequency Analysis (1.5 yr)
Q,.s = 46,571 A"0.6542
015 102.1 ft'/s
Regional Curves
Rural Coastal Qbkf 39.3 ft'/S
Rural Piedmont Qbkf 214.8 ft'/s
USGS Regional Regression Equations
Rural Coastal QZ 145.1 ft3/s
Rural Piedmont Q2 3115 ft 3/s
0
•
•
COASTAL REGIONAL CURVE DATA
Design Reach 1 Calculations
Discharge (Q) 28.83
Bankfull Xsec Area, Abkf (sq ft) 24.14
Bankfull Mean Depth, Dbkf (ft) 1,63
Bankfull Width, Wbkf (ft) 14.47
Discharge (Q) 3035
Bankfull Xsec Area, Abkf (sq h) 25.30
Bankfull Mean Dep[h, Dbkf (ft) 1.66
Bankfull Width, Wbkf (ft) 14.85
Desi n Reach 2 Calculations
Dischar e (Q) 32.31
Bankfull Xsec Area, Abkf (sq ft) 26,79
Bankfull Mean Depth, Dbkf (ft) 1.70
Bankfull Width, Wbkf (ft) 15.32
Desi n Reach 3 Calculations
Discharge (Q) 39.63
Bankfull Xsec Area, Abkf (sq ft) 3231
Bankfull Mean Depth, Dbkf (ft) 1.86
Bankfull Width, Wbkf (ft) 16.97
Desi n Reach 4 Calculations
Dischar e (Q) 61.53
Bankfull Xsec Area, Abkf (sq ft) 48.36
Bankfull Mean Depth, Dbkf (h) 2.23
Bankfull Width, Wbkf (ft) 21.15
lGR RR Calculations
.
•
Appendix D: Reference Reach Data
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Appendix E: Stream Channel Hydraulics
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REACH 1 HYDRAU LICS
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H22CI1-1 "Ld 1-YtAli 29 44.1 4123 41.Zb UAWb36 0.55 3U.6 11.43 0.13
Reach-1 26 2-YEAR 116.6 44.7 47.87 47.88 0.000601 1.23 165.9 300.85 0.14
Reach-1 26 5-YEAR 224.5 44.7 48.19 48.2 0.000631 1.37 266.75 335.78 0.15
Reach-1 26 10-YEAR 301.9 44.7 48.36 48.37 0.00066 1.46 324.87 354.35 0.15
Reach-1 26 100-YEAR 723.7 44.7 49 49.02 0.000758 1.79 575.8 425.87 0.17
Reach-1 25 1-YEAR 29 45.24 47.19 47.21 0.001587 1.35 21.45 16.91 0.21
Reach-1 25 2-YEAR 116.6 45.24 47.84 47.85 0.001106 1.47 133.64 265.31 0.19
Reach-1 25 5-YEAR 224.5 45.24 48.15 48.17 0.001026 1.57 225.36 312.03 0.19
Reach-1 25 10-YEAR 301.9 45.24 48.32 48.34 0.001024 1.65 279.72 335.52 0.19
Reach-1 25 100-YEAR 723.7 45.24 48.96 49 0.001 1.91 510.74 384.98 0.19
Reach-1 24 1-YEAR 29 44.49 47.17 47.19 0.000852 1.13 27.51 56.6 0.16
Reach-1 24 2-YEAR 116.6 44.49 47.83 47.84 0.000485 1.07 185.13 307.56 0.12
Reach-1 24 5-YEAR 224.5 44.49 48.15 48.16 0.000519 1.2 287.78 338.86 0.12
Reach-1 24 10-YEAR 301.9 44.49 48.31 48.33 0.000552 1.29 345.71 353.83 0.14
Reach-1 24 100-YEAR 723.7 44.49 48.95 48.98 0.00067 1.64 589.57 409.21 0.1E
Reach-1 23 1-YEAR 29 45.03 47.14 47.16 0.000992 1.12 25.95 25.27 0.17
Reach-1 23 2-YEAR 116.6 45.03 47.8 47.82 0.001275 1.65 120.17 258.26 0.21
Reach-1 23 5-YEAR 224.5 45.03 48.12 48.14 0.001167 1.74 213.38 317.18 0.2
Reach-1 23 10-YEAR 301.9 45.03 48.29 48.31 0.001143 1.81 268.9 343.21 0.2
Reach-1 23 100-YEAR 723.7 45.03 48.93 48.96 0.001059 2.02 513.57 413.37 0.2
Reach-1 22 1-YEAR 29 44.46 47.14 47.15 0.000453 0.89 33.09 53.37 0.12
Reach-1 22 2-YEAR 116.6 44.46 47.79 47.8 0.000595 1.25 164.49 306.84 0.14
Reach-1 22 5-YEAR 224.5 44.46 48.11 48.12 0.000621 1.39 271.95 357.7 0.15
Reach-1 22 10-YEAfI 301.9 44.46 48.28 48.29 0.000633 1.46 333.23 372 0.15
Reach-1 22 100-YEAR 723.7 44.46 48.92 48.94 0.000703 1.76 588.9 426.51 0.16
Reach-1 21 1-YEAR 29 44.09 47.13 47.14 0.000392 0.82 35.86 41 0.11
Reach-1 21 2-YEAR 116.6 44.09 47.77 47.79 0.000592 1.25 163.26 307.9 0.14
Reach-1 21 5-YEAR 224.5 44.09 48.09 48.11 0.000624 1.39 273.6 371.56 0.15
Reach-1 21 10-YEAR 301.9 44.09 48.26 48.28 0.000632 1.46 337.4 388.14 0.15
Reach-1 21 100-YEAR 723.7 44.09 48.9 48.92 0.000684 1.74 605.84 451.3 0.16
Reach-1 19 1-YEAR 29 45.01 47.08 47.11 0.001247 1.24 24.13 33.14 0.19
Reach-1 19 2-YEAR 116.6 45.01 47.74 47.75 0.000604 1.12 173.62 310.55 0.14
Reach-1 19 5-YEAR 224.5 45.01 48.06 48.07 0.000602 1.24 279.73 353.21 0.14
Reach-1 19 10-YEAR 301.9 45.01 48.23 48.24 0.000618 1.32 339.86 368.85 0.15
Reach-1 19 100-YEAR 723.7 45.01 48.86 48.89 0.000702 1.63 592.09 426.82 0.16
Reach-1 18 1-YEAR 29 44.32 47.05 47.07 0.000735 1.06 27.29 16.34 0.14
Reach-1 18 2-YEAR 116.6 44.32 47.72 47.73 0.000584 1.17 169.45 292.76 0.14
Reach-1 18 5-YEAR 224.5 44.32 48.04 48.05 0.000623 1.32 267.98 328.9 0.14
Reach-1 18 10-YEAR 301.9 44.32 48.2 48.22 0.00066 1.41 323.65 345.15 0.15
Reach-1 18 100-YEAR 723.7 44.32 48.83 48.86 0.000793 1.77 560.31 408.56 0.17
Reach-1 17 1-YEAR 29 44.28 47.03 47.04 0.000531 0.94 31.25 35.52 0.13
Reach-1 17 2-YEAR 116.6 44.28 47.71 47.72 0.000324 0.91 213.1 322.37 0.1
Reach-1 17 5-YEAR 224.5 44.28 48.02 48.03 0.000387 1.08 319.88 355.33 0.12
Reach-1 17 10-YEAR 301.9 4428 48.19 48.2 0.00043 1.18 379.58 371.43 0.12
Reach-1 17 100-YEAR 723.7 44.28 48.81 48.84 0.000573 1.56 630.29 430.31 0.15
Reach-1 16 1-YEAR 29 44.91 47.01 47.02 0.000836 1.08 26.93 22.43 0.16
Reach-1 16 2-YEAR 116.6 44.91 47.69 47.7 0.000553 1.12 168.69 270.82 0.13
Reach-1 16 5-YEAR 224.5 44.91 48.01 48.02 0.000636 1.32 257.93 300.9 0.15
Reach-1 16 10-YEAR 301.9 44.91 48.17 48.19 0.000698 1.44 307.91 316.51 0.16
Reach-1 16 100-YEAR 723.7 44.91 48.78 48.82 0.000903 1.89 521.12 375.62 0.18
Reach-1 15 1-YEAR 29 44.6 46.98 47 0.000761 1.06 27.33 17.55 0.15
Reach-1 15 2-YEAR 116.6 44.6 47.67 47.69 0.000734 1.32 153.1 287.9 0.16
Reach-1 15 5-YEAR 224.5 44.6 47.98 48 0.000766 1.47 251.51 339.55 0.16
Reach-1 15 10-YEAR 301.9 44.6 48.14 48.16 0.000786 1.55 307.73 355.12 0.17
Reach-1 15 100-YEAR 723.7 44.6 48.76 48.79 0.000881 1.88 544 413.38 0.18
Reach-1 14 1-YEAR 29 43.97 46.97 46.98 0.00045 0.85 34.19 20.49 0.12
Reach-1 14 2-YEAR 116.6 43.97 47.64 47.66 0.00094 1.49 128.91 262.88 0.18
Reach-1 14 5-YEAR 224.5 43.97 47.95 47.97 0.000997 1.68 216.38 298.57 0.19
Reach-1 14 10-YEAR 301.9 43.97 48.11 48.13 0.00105 1.79 265.63 316.9 0.19
Reach-1 14 100-YEAR 723.7 43.97 48.72 48.76 0.001201 2.2 479.5 385.82 0.21
• HEC-RAS FLOOGIE PROPOSED - REACH 1
•
•
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
13 1-YEAR 29 44.84 46.93 46.96
13 2-YEAR 116.6 44.84 47.52 47.6
13 5-YEAR 224.5 44.84 47.85 47.91
13 10-YEAR 301.9 44.84 48.02 48.08
13 100-YEAR 723.7 44.84 48.65 48.7
12 1-YEAR 29 44.6 46.89 46.91
12 2-YEAR 116.6 44.6 47.5 47.51
12 5-YEAR 224.5 44.6 47.82 47.84
12 10-YEAR 301.9 44.6 47.99 48
12 100-YEAR 723.7 44.6 48.62 48.65
11 1-YEAR 29 44.05 46.87 46.88
11 2-YEAR 116.6 44.05 47.48 47.49
11 5-YEAR 224.5 44.05 47.8 47.82
11 10-YEAR 301.9 44.05 47.97 47.98
11 100-YEAR 723.7 44.05 48.59 48.62
10 1-YEAR 29 44.68 46.84 46.86
10 2-YEAR 116.6 44.68 47.46 47.47
10 5-YEAR 224.5 44.68 47.78 47.8
10 10-YEAR 301.9 44.68 47.95 47.96
10 100-YEAR 723.7 44.68 48.57 48.6
9 1-YEAR 29 44.47 46.78 46.8
9 2-YEAR 116.6 44.47 47.41 47.42
9 5-YEAR 224.5 44.47 47.74 47.76
9 10-YEAR 301.9 44.47 47.9 47.92
9 100-YEAR 723.7 44.47 48.52 48.54
8 1-YEAR 29 43.97 46.76 46.77
8 2-YEAR 116.6 43.97 47.36 47.39
8 5-YEAR 224.5 43.97 47.7 47.72
S 10-YEAR 301.9 43.97 47.86 47.88
8 100-YEAR 723.7 43.97 48.47 48.51
7 1-YEAR 29 44.41 46.74 46.76
7 2-YEAR 116.6 44.41 47.35 47.36
7 5-YEAR 224.5 44.41 47.69 47.7
7 10-YEAR 301.9 44.41 47.85 47.86
7 100-YEAR 723.7 44.41 48.45 48.48
6 1-YEAR 29 44.62 46.69 46.71
6 2-YEAR 116.6 44.62 47.32 47.33
6 5-YEAR 224.5 44.62 47.67 47.68
6 10-YEAR 301.9 44.62 47.82 47.84
6 100-YEAR 723.7 44.62 48.43 48.45
5 1-YEAR 29 44.13 46.67 46.69
5 2-YEAR 116.6 44.13 47.31 47.32
5 5-YEAR 224.5 44.13 47.66 47.66
5 10-YEAR 301.9 44.13 47.81 47.82
5 100-YEAR 723.7 44.13 48.42 48.43
4 1-YEAR 29 44.27 46.64 46.66
4 2-YEAR 116.6 44.27 47.29 47.3
4 5-YEAR 224.5 44.27 47.64 47.65
4 10-YEAR 301.9 44.27 47.79 47.8
4 100-YEAR 723.7 44.27 48.39 48.41
3 1-YEAR 29 43.74 46.64 46.65
3 2-YEAR 116.6 43.74 47.28 4729
3 5-YEAR 224.5 43.74 47.63 47.64
3 10-YEAR 301.9 43.74 47.78 47.79
3 100-YEAR 723.7 43.74 48.38 48.39
2 1-YEAR 29 44.33 46.61 46.63
2 2-YEAR 116.6 44.33 47.27 47.28
2 5-YEAR 224.5 44.33 47.62 47.63
2 10-YEAR 301.9 44.33 47.77 47.78
0.001402 1.29
0.003466 2.59
0.003096 2.73
0.002882 2.76
0.001846 2.59
0.000913 1.12
0.000902 1.41
0.000776 1.44
0.000788 1.51
0.000845 1.81
0.000474 0.87
0.000647 1.24
0.000661 1.37
0.000708 1.48
0.000814 1.82
0.000849 1.1
0.00063 1.18
0.000607 1.28
0.000646 1.38
0.000772 1.74
0.001045 1.19
0.000709 1.24
0.000632 129
0.000664 1.38
0.000763 1.71
0.000408 0.88
0.00112 1.72
0.000965 1.74
0.001002 1.84
0.001067 2.15
0.000854 1.11
0.00059 1.14
0.000564 1.24
0.00062 1.35
0.00079 1.75
0.001363 1.27
0.000811 1.26
0.000641 1.26
0.000664 1.34
0.0007 1.59
0.000612 0.99
0.000403 0.99
0.000339 1
0.000366 1.07
0.000447 1.36
0.000608 0.97
0.000312 0.87
0.000335 1
0.000388 1.11
0.000549 1.51
0.000305 0.78
0.000274 0.89
0.000284 0.99
0.000327 1.1
0.000448 1.44
0.000877 1.12
0.000326 0.87
0.000318 0.95
0.000363 1.06
22.42 17.18
70.2 173.03
140.81 258.05
187.36 300.12
434.01 421.18
25.99 27.82
146.56 308.58
253.1 343.59
310.67 361.09
559.71 429.19
35.43 56.59
158.9 289.92
260.27 329.58
315.4 349.26
553.74 406.66
27.57 44.65
168.36 304.72
273.62 337.86
329.33 354.15
570.07 418.37
24.43 20.18
164.11 314.86
274.79 352.96
332.19 369.81
579.04 431.34
33.02 17.23
119.26 282.69
223.23 322.89
275.61 341.35
503.28 399.12
26.24 17.31
171.44 297.95
277.93 329.81
330.45 344.44
557.05 400.76
22.82 17.65
161.02 331.66
287.74 401.07
352.19 430.13
644.09 530.1
29.39 17.78
215.29 407.41
364.33 447.35
434.61 462.96
733.44 521.68
37.14 124.79
220.12 330.74
342.35 372.9
400.2 389.52
652.39 453.56
37.4 49.39
233.44 379.48
372.12 419.24
436.57 436.49
713.59 489.51
26.04 32.2
226.91 371.17
363.44 415.89
426.85 435.1
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WS 1-YEAR
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?
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EG 2-YEAR
?
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----------- ._..
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WS t-YEAR
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....
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EG S-YEAR

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__ ,..._... i.... . __ ,_._ ___ ..... .. _ _ _..._. -- - --

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46 . ,...._.. _!__ . . .._....... E_.. . ...---- _ ....._._ ._ _..._... _....._ . ...._.._...._ ....... . __.__ . .....
' _ . . .. . .. ,. . . . _ ... .. .. .. .. .. _
_ _ . _.__ ___. __....... ._
._ .. . ... . .. . . WS 1-YEAR

'_ . ... .._ ..;... . ... .... . . _'... ... _ _ ... ... '... ... . _ .... .. _' ... _. .. _ .
.. . _ ._ _. .. . . _ . ... .. .. --?---

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44
0 200 400 600 800
Station (ft)
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-- --+.. -
EG 2-YEAR
?
WS 2-YEAR
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WS 1-YEAR
t
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EG 100-YEAR
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WS 100-YEAR
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-?-
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•
WS 2-YEAR
EG 1-YEAR
WS 1-YEAR
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WS 100-YEAR
EG 10-YEAR
--`r--
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- - ---,---- ---
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?
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_ ----- -.__
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WS 1-YEAR
• -
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0 200 400 600 800
Station (ft)
FLOOGIE-PROP Plan FLOOGIE PROPOSED 10/8/2006
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WS 100-YEAR
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EG 10-YEAR
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EG 5-YEAR
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EG 2-YEAR
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WS 7-YEAR
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FLOOGIE-PROP Plan FLOOGIE PROPOSED 10/8/2006
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------+---'----
EG 5-YEAR
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-------? - ----
EG 2-YEAR
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WS 2-YEAR
-----'-----?-----
EG 1-YEAR
WS 1-YEAR
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REACH 2 HYDRAULICS
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HEC-RAS FLOOGIE PROPOSED - REACH 2
Reach-2
Reach-2
Reach-2
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Reach-2
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Reach-2
Reach-2
Reach-2
Reach-2
Reach-2
Reach-2
Reach-2
Reach-2
Reach-2
17 1-YEAR 31 43.04 44.97 45 0.001473 1.33 23.27 17.74 0.2
17 2-YEAR 121.6 43.04 45.62 45.66 0.002597 2.27 93.63 270.77 029
17 5-YEAR 234 43.04 45.94 45.98 0.001856 2.12 187.66 317.84 0.25
17 10-YEAR 315.5 43.04 46.12 46.15 0.001621 2.09 245.26 336.5 0.24
17 100-YEAR 753.5 43.04 46.79 46.83 0.001241 2.16 497.27 408.21 0.22
16 1-YEAR 31 42.05 44.96 44.98 0.000668 1.04 29.81 17.61 0.14
16 2-YEAR 121.6 42.05 45.6 45.65 0.001862 2.09 97.24 247.05 0.25
16 5-YEAR 234 42.05 45.91 45.95 0.001741 22 183.01 298.52 0.24
16 10-YEAR 315.5 42.05 46.09 46.13 0.00164 224 239.53 332.96 0.24
16 100-YEAR 753.5 42.05 46.76 46.82 0.001264 2.28 493.64 408.05 0.22
15 1-YEAR 31 42.67 44.93 44.95 0.001285 1.28 25.61 60.15 0.19
15 2-YEAR 121.6 42.67 45.58 45.6 0.001052 1.46 139.7 28827 0.18
15 5-YEAR 234 42.67 45.9 45.91 0.000957 1.54 235.28 318.79 0.18
15 10-YEAR 315.5 42.67 46.07 46.09 0.000932 1.6 292.81 334.52 0.18
15 100-YEAR 753.5 42.67 46.76 46.79 0.000909 1.86 546.18 407.91 0.19
14 1-YEAR 31 42.83 44.91 44.93 0.001341 1.28 24.29 24.22 02
14 2-YEAR 121.6 42.83 45.56 45.56 0.001202 1.56 133.61 283.68 0.2
14 5-YEAR 234 42.83 45.88 45.9 0.001053 1.61 228.72 318.04 0.19
14 10-YEAR 315.5 42.83 46.05 46.08 0.00101 1.66 286.76 336.79 0.19
14 100-YEAR 753.5 42.83 46.74 46.77 0.000931 1.88 542.14 407.22 0.19
13 1-YEAR 31 41.8 44.9 44.91 0.000514 0.94 38.24 99.89 0.12
13 2-YEAR 121.6 41.8 45.55 45.56 0.000441 1.06 184.98 287.29 0.12
13 5-YEAR 234 41.8 45.66 45.88 0.000543 1.28 279.31 320.46 0.14
13 10-YEAR 315.5 41.8 46.04 46.05 0.000588 1.38 337.41 339.95 0.14
13 100-YEAR 753.5 41.8 46.72 46.75 0.000687 1.72 594.87 410.58 0.16
12 1-YEAR 31 42.28 44.84 44.86 0.00125 1.28 24.14 16.7 0.19
12 2-YEAR 121.6 4228 45.5 45.52 0.001197 1.58 132.94 276.44 0.19
12 5-YEAR 234 42.28 45.81 45.83 0.001089 1.66 224.13 308.23 0.19
12 10-YEAR 315.5 42.28 45.99 46.01 0.001058 1.71 279.78 326.11 0.19
12 100-YEAR 753.5 42.28 46.67 46.7 0.001003 1.95 527.13 399.7 0.19
11 1-YEAR 31 41.8 44.83 44.84 0.00028 0.77 44.17 102.52 0.09
11 2-YEAR 121.6 41.8 45.49 45.5 0.000381 1.08 184.57 259.13 0.12
11 5-YEAR 234 41.8 45.79 45.81 0.000569 1.42 271.53 318.85 0.14
11 10-YEAR 315.5 41.8 45.97 45.99 0.000619 1.53 328.65 337.94 0.15
11 100-YEAR 753.5 41.8 46.65 46.68 0.000726 1.89 584.86 414.37 0.17
10 1-YEAR 31 42.56 44.81 44.83 0.00071 1.04 30.67 40.89 0.15
10 2-YEAR 121.6 42.56 45.47 45.49 0.000621 1.23 169.49 296.54 0.14
10 5-YEAR 234 42.56 45.78 45.79 0.000688 1.4 265.41 333.1 0.16
10 10-YEAR 315.5 42.56 45.95 45.97 0.000711 1.49 325.02 352.87 0.16
10 100-YEAR 753.5 42.56 46.63 46.66 0.000749 1.78 590.28 427.47 0.17
9 1-YEAR 31 41.79 44.79 44.8 0.000454 0.89 40.22 105.15 0.12
9 2-YEAR 121.6 41.79 45.45 45.46 0.000439 1.07 191.41 307.72 0.12
9 5-YEAR 234 41.79 45.75 45.76 0.00054 1.28 288.19 339.91 0.14
9 10-YEAR 315.5 41.79 45.92 45.93 0.000578 1.38 348.15 357.85 0.14
9 100-YEAR 753.5 41.79 46.59 46.62 0.000669 1.71 613.85 43225 0.16
8 1-YEAR 31 42.58 44.76 44.78 0.001149 1.23 25.12 17.78 0.18
8 2-YEAR 121.6 42.58 45.39 45.43 0.001928 2.01 108.4 294.73 0.25
8 5-YEAR 234 42.58 45.7 45.73 0.001476 1.94 205.95 333.06 0.22
6 10-YEAR 315.5 42.58 45.87 45.9 0.001336 1.94 265.88 354.56 0.22
8 100-YEAR 753.5 42.58 46.55 46.58 0.001052 2.02 533.16 429.26 0.2
7 1-YEAR 31 41.94 44.75 44.76 0.000439 0.9 3429 1827 0.12
7 2-YEAR 121.6 41.94 45.36 45.38 0.001046 1.66 131.61 309.15 0.19
7 5-YEAR 234 41.94 45.67 45.69 0.000992 1.75 233.61 347.54 0.19
7 10-YEAR 315.5 41.94 45.84 45.87 0.000956 1.79 296.67 369.29 0.18
7 100-YEAR 753.5 41.94 46.53 46.56 0.000851 1.94 576.86 447.12 0.18
6 1-YEAR 31 41.44 44.74 44.75 0.00048 0.94 32.86 17.14 0.12
6 2-YEAR 121.6 41.44 45.3 45.36 0.001816 2.14 97.83 291.85 0.24
6 5-YEAR 234 41.44 45.63 45.67 0.001425 2.06 200.89 328 0.22
6 10-YEAR 315.5 41.44 45.81 45.85 0.001294 2.05 261.94 347.64 021
6 100-YEAR 753.5 41.44 46.5 46.54 0.001051 2.13 527.02 420.25 0.2
? HEC-RAS FLOOGIE PROPOSED - REACH 2
Reach-2 5 1-YEAR 31 42.42 44.71 44.73 0.00062 0.98 37.21 99.53 0.14
Reach-2 5 2-YEAR 121.6 42.42 45.29 45.3 0.000593 1.18 178.73 324.37 0.14
Reach-2 5 5-YEAR 234 42.42 45.61 45.62 0.000589 1.29 289.99 364.36 0.14
Reach-2 5 10-YEAR 315.5 42.42 45.79 45.8 0.000597 1.36 357.19 386.41 0.15
Reach-2 5 100-YEAR 753.5 42.42 46.48 46.5 0.000617 1.61 650.17 463.67 0.15
Reach-2 4 1-YEAR 31 41.55 44.71 44.71 0.00021 0.69 49.85 92.32 0.08
Reach-2 4 2-YEAR 121.6 41.55 45.27 4528 0.000516 126 163.01 276.33 0.13
Reach-2 4 5-YEAR 234 41.55 45.59 45.61 0.000634 1.5 256.99 311.97 0.15
Reach-2 4 10-YEAR 315.5 41.55 45.77 45.79 0.000683 1.62 314.15 331.78 0.16
Reach-2 4 100-YEAR 753.5 41.55 46.45 46.48 0.000788 1.98 567.49 408.58 0.18
Reach-2 3 1-YEAR 31 41.72 44.7 44.71 0.000308 0.82 37.94 27.05 0.1
Reach-2 3 2-YEAR 121.6 41.72 45.23 4526 0.001064 1.75 115.01 244.47 0.19
Reach-2 3 5-YEAR 234 41.72 45.55 45.58 0.001215 2.01 202.04 294.62 02
Reach-2 3 10-YEAR 315.5 41.72 45.73 45.76 0.001207 2.09 256.84 316.08 0.2
Reach-2 3 100-YEAR 753.5 41.72 46.42 46.46 0.001137 2.3 501.31 393.94 021
Reach-2 2 1-YEAR 31 42.37 44.68 44.69 0.000504 0.9 42.4 139.83 0.12
Reach-2 2 2-YEAR 121.6 42.37 45.23 45.24 0.000394 0.96 231.95 457.73 0.11
Reach-2 2 5-YEAR 234 42.37 45.55 45.56 0.000349 0.99 383.73 490.77 0.11
Reach-2 2 10-YEAR 315.5 42.37 45.73 45.74 0.000341 1.03 473.35 509.27 0.11
Reach-2 2 100-YEAR 753.5 42.37 46.42 46.43 0.000344 12 848.39 578.71 0.12
Reach-2 1 1-YEAR 31 42.24 44.65 43.36 44.67 0.000852 1.12 31 83.97 0.16
Reach-2 1 2-YEAR 121.6 42.24 45.2 44.2 45.22 0.000851 1.36 150.4 277.19 0.17
Reach-2 1 5-YEAR 234 42.24 45.52 44.99 45.54 0.000851 1.5 245.69 319.65 0.17
Reach-2 1 10-YEAR 315.5 4224 45.7 45.07 45.72 0.000852 1.57 304.67 341.67 0.17
Reach-2 1 100-YEAR 753.5 42.24 46.38 45.37 46.41 0.000851 1.84 565.41 421.1 0.18
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FLOOGIE-PROP Plan: FLOOGIE PROPOSED 10/8/2006
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Station (ft)
FLOOGIE-PROP Plan: FLOOGIE PROPOSED 10/8/2006
0 200 400 600 800
Station (ft)
FLOOGIE-PROP Plan: FLOOGIE PROPOSED 10/8/2006
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FLOOGIE-PROP Plan: FLOOGIE PROPOSED 10/8/2006
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REACH 3 HYDRAU LICS
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• HEC-RAS FLOOGIE PROPOSED - REACH 3
Reach-3 23 1-YEAR 34 40.12 42.51 42.53 0.000617 0.9 51.73 205.66 0.13
Reach-3 23 2-YEAR 127.8 40.12 43.16 43.16 0.000314 0.72 242.03 357.54 0.1
Reach-3 23 5-YEAR 246 40.12 43.48 43.49 0.000371 0.88 365.72 415.05 0.11
Reach-3 23 10-YEAR 332.7 40.12 43.65 43.66 0.000405 0.97 440.91 446.4 0.12
Reach-3 23 100-YEAR 791.4 40.12 44.29 44.3 0.000514 1.31 758.67 559.84 0.14
Reach-3 22 1-YEAR 34 38.91 42.5 42.51 0.000261 0.73 68.28 213.08 0.09
Reach-3 22 2-YEAR 127.8 38.91 43.15 43.15 0.000221 0.8 261.39 362.57 0.09
Reach-3 22 5-YEAR 246 38.91 43.47 43.47 0.000295 1 385.8 420.94 0.1
Reach-3 22 10-YEAR 332.7 38.91 43.64 43.65 0.000334 1.11 461.46 452.78 0.11
Reach-3 22 100-YEAR 791.4 38.91 44.27 44.28 0.000459 1.46 781.72 568.11 0.13
Reach-3 21 1-YEAR 34 40.11 42.48 42.49 0.000801 1.08 40.27 142.5 016
Reach-3 21 2-YEAR 127.8 40.11 43.13 43.14 0.000408 0.98 206.44 306.27 012
Reach-3 21 5-YEAR 246 40.11 43.44 43.46 0.000507 1.19 309.33 353.75 0.13
Reach-3 21 10-YEAR 332.7 40.11 43.61 43.63 0.000563 1.32 371.92 382.24 0.14
Reach-3 21 100-YEAR 791.4 40.11 4423 44.26 0.000736 1.73 639.56 485.57 0.17
Reach3 20 1-YEAR 34 39.58 42.45 42.47 0.000712 1.1 34.39 59.45 0.15
Reach-3 20 2-YEAR 127.8 39.58 43.11 43.12 0.00075 1.36 165.1 312.96 0.16
Reach-3 20 5-YEAR 246 39.58 43.42 43.44 0.000776 1.5 271.94 370.04 0.16
Reach-3 20 10-YEAR 332.7 39.58 43.59 43.61 0.000799 1.59 337.35 400.99 0.17
Reach-3 20 100-YEAR 791.4 39.58 44.2 44.23 0.000879 1.9 618.44 513.18 0.18
Reach-3 19 1-YEAR 34 40.32 42.42 42.44 0.001097 1.17 39.25 112.75 0.18
Reach-3 19 2-YEAR 127.8 40.32 43.09 43.1 0.000445 0.96 212.11 348.33 0.12
Reach3 19 5-YEAR 246 40.32 43.41 43.42 0.000496 1.12 328.75 401.56 0.13
Reach3 19 10-YEAR 332.7 40.32 43.57 43.59 0.000535 1.22 399.16 434.58 0.14
Reach-3 19 100-YEAR 791.4 40.32 44.19 44.21 0.000651 1.57 701.76 554.52 0.16
Reach-3 18 1-YEAR 34 39.43 42.39 42.41 0.000507 0.96 40.72 112.03 0.12
Reach-3 18 2-YEAR 127.8 39.43 43.07 43.08 0.000478 1.15 192.32 316.02 0.13
Reach-3 18 5-YEAR 246 39.43 43.38 43.4 0.000577 1.36 297.97 370.66 0.14
? Reach-3 18 10-YEAR 332.7 39.43 43.55 43.56 0.00063 1.48 362.13 400.04 0.15
Reach-3 18 100-YEAR 791.4 39.43 44.15 44.18 0.000783 1.86 636.5 506.79 0.17
Reach-3 17 1-YEAR 34 40.21 42.35 42.38 0.001555 1.37 24.82 19.07 0.21
Reach-3 17 2-YEAR 127.8 40.21 43.04 43.06 0.001218 1.59 132.06 250.72 0.2
Reach-3 17 5-YEAR 246 40.21 43.34 43.37 0.001299 1.81 217.72 311.18 0.21
Reach-3 17 10-YEAR 332.7 40.21 43.51 43.54 0.001338 1.92 271.53 343.32 0.22
Reach-3 17 100-YEAR 791.4 40.21 44.11 44.15 0.001418 2.29 512.02 460.29 0.23
Reach-3 16 1-YEAR 34 39.21 42.33 42.34 0.000504 0.95 36.73 33.65 0.12
Reach-3 16 2-YEAR 127.8 39.21 42.96 43.01 0.001013 1.63 130.06 254.12 0.19
Reach-3 16 5-YEAR 246 39.21 4328 43.31 0.001227 1.94 21143 311.77 0.21
Reach-3 16 10-YEAR 332.7 39.21 43.44 43.47 0.001307 2.08 266.22 342.96 0.22
Reach-3 16 100-YEAR 791.4 39.21 44.03 44.08 0.001442 2.48 504.45 458.01 0.24
Reach-3 15 1-YEAR 34 40.32 42.32 42.33 0.000466 0.79 42.77 30.48 0.12
Reach-3 15 2-YEAR 127.8 40.32 42.96 42.98 0.000845 1.37 146.53 295.54 0.17
Reach-3 15 5-YEAR 246 40.32 43.24 43.27 0.001011 1.63 239.69 353.98 0.19
Reach-3 15 10-YEAR 332.7 40.32 43.4 43.43 0.00107 1.76 298.44 386.33 0.2
Reach-3 15 100-YEAR 791.4 40.32 43.99 44.03 0.001164 2.11 562.68 506.87 0.21
Reach-3 14 1-YEAR 34 39.65 42.28 42.3 0.001118 124 27.5 18.85 0.18
Reach-3 14 2-YEAR 127.8 39.65 42.87 42.93 0.002457 2.26 96.1 270.17 028
Reach-3 14 5-YEAR 246 39.65 43.18 43.22 0.002028 2.26 189.06 333.82 0.26
Reach-3 14 10-YEAR 332.7 39.65 43.34 43.38 0.001895 229 246.09 364.8 026
Reach-3 14 100-YEAR 791.4 39.65 43.94 43.99 0.00164 2.46 497.88 478.15 0.25
Reach-3 13 1-YEAR 34 40.08 42.25 42.27 0.00106 1.16 37.15 103.25 0.18
Reach-3 13 2-YEAR 127.8 40.08 42.87 42.88 0.000688 1.2 178.23 325.34 0.15
Reach3 13 5-YEAR 246 40.08 43.17 43.18 0.000749 1.38 283.82 385.86 0.16
Reach3 13 10-YEAR 332.7 40.08 43.33 43.34 0.000791 1.48 348.2 418.39 0.17
Reach-3 13 100-YEAR 791.4 40.08 43.92 43.95 0.000891 1.82 632.55 539.05 0.18
Reach-3 12 1-YEAR 34 39.34 4223 42.24 0.000472 0.92 37.18 46.44 0.12
Reach3 12 2-YEAR 127.8 39.34 42.84 42.86 0.000605 1.27 172.77 303.59 0.14
Reach-3 12 5-YEAR 246 39.34 43.14 43.15 0.000746 1.52 269.51 358.83 0.16
• Reach-3 12 10-YEAR 332.7 39.34 4329 43.31 0.000819 1.65 328.42 388.63 0.17
Reach-3 12 100-YEAR 791.4 39.34 43.88 43.91 0.000986 2.06 589.52 499.78 02
? HEC-RAS
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Reach-3 11 1-YEAR 34 3925 42.21 42.23 0.000661 1.05 32.59 36.13 0.14
Reach-3 11 2-YEAR 127.8 39.25 42.82 42.84 0.000898 1.48 152.57 319.56 0.17
Reach-3 11 5-YEAR 246 39.25 43.11 43.13 0.000945 1.65 254.17 376.93 0.18
Reach-3 11 10-YEAR 332.7 39.25 43.27 43.29 0.00098 1.74 315.72 407.78 0.19
Reach-3 11 100-YEAR 791.4 39.25 43.86 43.89 0.001044 2.05 588.81 523.15 0.2
Reach-3 101-YEAR 34 40.18 42.17 42.2 0.001487 1.34 25.32 19.27 0.21
Reach-3 10 2-YEAR 127.8 40.18 42.74 42.79 0.002529 2.19 92.84 205.02 028
Reach-3 10 5-YEAR 246 40.18 43.02 43.08 0.002751 2.52 165.11 296.93 0.3
Reach3 1010-YEAR 332.7 40.18 43.18 43.24 0.002583 2.56 215.62 330.71 0.3
Reach3 10100-YEAR 791.4 40.18 43.78 43.83 0.002146 2.72 447.23 449.4 0.28
Reach-3 91-YEAR 34 39.63 42.15 42.17 0.000574 0.97 45.2 132 013
Reach-3 9 2-YEAR 127.8 39.63 42.73 42.74 0.000505 1.1 194.36 322.97 0.13
Reach-3 9 5-YEAR 246 39.63 43.01 43.02 0.000647 1.34 290.81 374.4 0.15
Reach-3 9 10-YEAR 332.7 39.63 43.17 43.18 0.000713 1.47 351.57 404.68 0.16
Reach-3 9100-YEAR 791.4 39.63 43.75 43.78 0.000868 1.85 622.52 518.6 0.18
Reach-3 81-YEAR 34 40.02 42.11 42.14 0.001356 1.32 25.8 18.87 0.2
Reach-3 8 2-YEAR 127.8 40.02 42.68 42.71 0.001739 1.86 121.24 296.66 0.24
Reach-3 8 5-YEAR 246 40.02 42.96 42.99 0.001617 1.97 211.96 351.05 0.23
Reach3 810-YEAR 332.7 40.02 43.12 43.15 0.001577 2.03 269.16 382.29 023
Reach-3 8100-YEAR 791.4 40.02 43.7 43.74 0.001453 2.26 528.07 499.84 0.23
Reach-3 71-YEAR 34 3926 42.09 42.11 0.000676 1.09 31.2 17.02 0.14
Reach-3 7 2-YEAR 127.8 39.26 42.62 42.67 0.001796 2.09 106.78 269.01 0.24
Reach-3 7 5-YEAR 246 39.26 42.91 42.95 0.001851 2.3 194.74 345.39 0.25
Reach-3 710-YEAR 332.7 39.26 43.07 43.11 0.001765 2.33 253.05 377.56 0.25
Reach-3 7100-YEAR 791.4 39.26 43.66 43.71 0.00155 2.49 513.76 496.52 0.24
Reach-3 61-YEAR 34 39.81 42.07 42.09 0.000822 1.11 30.72 21.39 0.16
Reach-3 6 2-YEAR 127.8 39.81 42.6 42.62 0.001173 1.61 142.14 327.66 02
? Reach-3 6 5-YEAR 246 39.81 42.88 42.9 0.001146 1.73 245.07 391.52 0.2
Reach-3 610-YEAR 332.7 39.81 43.04 43.07 0.001122 1.79 310.66 424.29 0.2
Reach-3 6100-YEAR 791.4 39.81 43.64 43.67 0.001071 2.02 600.17 545.92 0.2
Reach-3 51-YEAR 34 40.1 42.02 42.04 0.001403 1.29 27.54 62.4 0.2
Reach-3 5 2-YEAR 127.8 40.1 42.56 42.57 0.000904 1.3 17224 378.74 0.17
Reach-3 5 5-YEAR 246 40.1 42.85 42.86 0.000838 1.38 288.99 439.54 0.17
Reach-3 510-YEAR 332.7 40.1 43.01 43.02 0.000821 1.44 362.62 473.9 0.17
Reach-3 5100-YEAR 791.4 40.1 43.61 43.63 0.000801 1.66 684.12 601.33 0.17
Reach-3 41-YEAR 34 40.18 41.96 41.98 0.001465 1.33 27.07 52.45 0.2
Reach-3 4 2-YEAR 127.8 40.18 42.49 42.52 0.001668 1.76 125.96 299.68 0.23
Reach-3 4 5-YEAR 246 40.18 42.79 42.81 0.001455 1.82 222.41 357.04 0.22
Reach-3 410-YEAR 332.7 40.18 42.95 42.98 0.001393 1.87 283.16 388.85 0.22
Reach-3 4100-YEAR 791.4 40.18 43.55 43.58 0.001289 2.1 550.83 505.71 0.22
Reach-3 31-YEAR 34 39.6 41.94 41.96 0.000677 1.02 43.14 144.19 0.14
Reach-3 3 2-YEAR 127.8 39.6 42.48 42.49 0.000562 1.15 186.98 329.54 0.14
Reach-3 3 5-YEAR 246 39.6 42.77 42.78 0.000684 1.36 290.43 387.09 0.15
Reach-3 310-YEAR 332.7 39.6 42.93 42.95 0.000729 1.47 355.59 419.31 0.16
Reach-3 3100-YEAR 791.4 39.6 43.53 43.55 0.000844 1.82 641.19 538.22 0.18
Reach-3 21-YEAR 34 39.11 41.92 41.93 0.000668 1.05 35.94 66.85 0.14
Reach-3 2 2-YEAR 127.8 39.11 42.45 42.47 0.000994 1.53 149.08 317.53 0.18
Reach-3 2 5-YEAR 246 39.11 42.74 42.76 0.001023 1.69 249.06 371.96 0.19
Reach-3 210-YEAR 332.7 39.11 42.9 42.92 0.001035 1.77 311.56 402.08 0.19
Reach-3 2100-YEAR 791.4 39.11 43.49 43.53 0.001074 2.06 583.52 512.95 0.2
Reach-3 1 1-YEAR 34 39.77 41.88 40.8 41.9 0.001272 1.26 29.69 80.89 0.19
Reach-3 1 2-YEAR 127.8 39.77 42.42 41.59 42.44 0.00127 1.56 135.46 289.98 02
Reach-3 1 5-YEAR 246 39.77 42.71 42.26 42.73 0.001271 1.72 227.57 348.47 0.21
Reach-3 1 10-YEAR 332.7 39.77 42.87 42.35 42.89 0.001271 1.8 286.17 381.04 0.21
Reach-3 1 100-YEAR 791.4 39.77 43.46 42.66 43.49 0.001271 2.1 54723 501.02 022
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?

WS 2-YEAR

_. - ;- '- -' r-----

_ .
' - - - .
-
_ ? . ----?? --

EG 1 YEAR
_ .... . '
_ .

_ '. j... WS i-YEAR
;
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.
_ : ._ ._ . . " __ ... ? ... _ : _. .._ . .._

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. ..... .... .. . .. ? .. _ ?? .
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? .. . . ...'

?
?. J.._ i._ . _._ ... .
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: .... . ; _.. ._ . ._. _ - ?
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. . : , !
.... _. _. ?_ .
Bank Sla
0 200 400 600 800 1000 1200
Statlon (ft)
FLOOGIE-PROP Plan: FLOOGIE PROPOSED 10/8/2006
44
48
46
r
c
0 44
?
? 42
40
38
0
r
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- •-- -
EG 100-YEAR
-•--
WS 100-YEAR
-----X ----
EG 10-YEAR
WS 10-YEAR
------ T ----
EG 5-YEAR
-- ? --
WS 5-YEAR
-+.....---
EG 2-YEAR ,
+
WS 2-YEAR I
----._.._---?
EG 1-YEAR
WS 1-YEAR ,
.
Ground I
• '
Bank Sla
------+ - -- --
EG 100-YEAR
-t --
WS 100-YEAR
-------X --------..
EG 10-YEAR
-?----
WS 10-YEAR
EG 5-YEAR
----r--
WS 5-YEAR
---- .------ &-- °---
EG 2-YEAR
WS 2 YEAR
-- --- ---- ..
EG 1-YEAR
WS 1-YEAR
Grountl
•
Bank Sta
1 in Horiz = 200 ft 1 in Vert = 5 ft 3
I I-LUUUIE-F'RUP Plan: FLOOGIE PROPOSED 10/8/2006
Legend
°- ---a - - -
EG 100-YEAR
•
WS 100-YEAR
EG 10-YEAR
- x
WS 10-YEAR
EG 5-YEAR
-?--
WS 5-YEAR
-- -----+?---.-__.
EG 2-YEAR
WS 2-YEAR
--
•
Ground
•
Bank Sta
d:?
04 04
5 . . . . . . , . . ? . . . . Legend
?-----
50
, EG 100-YEAR
----?--
. ,
: , . . . . . . . . . . . . . . . , . . , . .
. ?, . . . . . . . ; WS 100-YEAR

? --------- X ----'--

EG 10-YEAR
48
WS 10-YEAR

, YEAR
EG 5
46 -
ws
R
---- , . - -
EG 2 YEAR
44 WS 2 YEAR
'--- ---
EG 1 YEAR
42 WS 1-YEAR
, . ? , , . . . ? , . : . . . . . . . . , Ground
. . . . . . i . , , . . . . . : . . ? ' •
Bank Sta
40
0 200 400 600 800 1000 1200
Station (ft)
FLOOGIE-PROP Plan FLOOGIE PROPOSED 10/8/2006
? 46
c
0
ca
? 44
W
legend
------? ----- -
EG 100-YEAR
-a--
WS 100-VEAR
----------- y
10-YEAR
WS tO:YEAR
- -W -- ---
EG 5-YEAR
-r-
WS 5-YEAR
EG 2-YEAR
-.?
WS 2-VEAR
--- ---- -- -
EG t-YEAR
WS 1-YEAR
?-
Ground
•
Bank Sta
1 in Horiz. = 200 ft 1 in Vert. = 5 ft 4
0 200 400 600 800 1000 1200
Station (ft)
rLUvU it-rKUr rian f-LVUVIt NHVNUJtU 1U/tii2Wb
r
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W
04
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?
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i
? . ,
-.04
?
?
200 400 600 800 1000 1200
Station (ft)
FLOOGIE-PROP Plan: FLOOGIE PROPOSED 10/8/2006
. .-----6 -------
EG 100-YEAR
--?----
WS 100-YEAR
- -- _.? - ---
EG 10-YEAR
3.
WS 10-YEAR
- ----1 ..........
EG 5-YEAR
-T--
WS 5 YEAR
? -- -+ -- _.
EG 2-VEAR
?
WS 2-YEAR
-- --
EG t-YEAR
WS 1-YEAR
---?--
Ground
•
Bank Sta
-- _ --- • -- -.
EG 100-YEAR
•
WS 100-YEAR
'--'--?`------
EG 10-YEAR
--?-
WS 10-YEAR ? - - - -' - --+- ? -- - -' - -'
EG 5-YEAR
-r--
WS 5-YEAR
EG 2-YEAR
?
WS 2-YEAR
EG 1-YEAR
WS i-YEAR
- -?
Ground
•
Bank Sta
04 i-E 04
_.._.;._ ...__; ... ? ,..;......... _ -- --- -.. _ . ._ ' .- - - Legend

,_ _...,_. ,_.
_ _._. '_...

_ .. ; ...
_
_
!-

?.
? ---

EG 100-YEAR

48 .._ .. . -? ? - -„ . ... ..; _ . .... .. . . .., _ _; . ; ----r--
WS 100-YEAR
- --

_ ..., , .
. ...
? . , . _; .._ _: ...
. .i .._ . ._ . . _. _ .
,. _ i .. ? .. . , .. ... _; _. .

;

. _ _
_.. ,

- -;' -- ' --- --

EG 10YEAR

.
.
_
_
_
'
_ ; ...
. - - i
.. ..
.. ... ?..
.
..
WS 10 YEAR
46 .
..
'
;...
, ....
_
,..
. . . . . ;-..._
i
? . _.... _ -
,

?

.
-
--
-
, _. . .. . .. ... _; ... ;- .. ., .. _ .. .. _. . .

-
. .
?_

- - ... . . _ _ ., ... . .. _. .
_ ..., ....
. . , -
?. . ?,..

_ _. . ... _? .._ ... _. _.. .., -?
i.

?-?
- EG5-YEAR

.. ...i ._ ...:, . .

; .;- ,
. ., .. _ ._ ... .j ._ ._. _ y .... .. ... .. ... , ,
_
. ..?_ ... .... : ,
...? .._ . . .. . _
.. _, ... _, ... :. ... .. .. .. ... ...: ... .
.
.- .._
. . _ . . _ ._ .
. . ... . ..; ... .. ..? .. ?
- -
. _ _
_ ? . ?.. - --r----

WS 5-YEAR

44
. ...... _..--
. :- . ....._ : _ .
:......_
. .
_. .
., . . _ ... ' _..
.. ..___ _ .. _. _ . . _ __ .._. .. .
... .,_...._ . .... _

.. . ; . ..
.
, _ .. _ . '
. ,
_ ?..
__'_ J -._._-

,

..
?

_, . _. ._ _ , .
? ,.. EG 2 YEAR
_... _:..__,_ ..
_ ,_ .. _ _ _. ._ . _. .. . ..
+- -- ; _....____.'.._. . ,
, ..,...... _..
,

?

' ..

??

_ . ;

ws
2 YEAR

42 , .
. . , . ,.. _. ., ._ .. ;....
. .. ,
- ..; - . _ . ..-.._ . .._;..._. .. ., ._
.... . . ... _. .
,__.._._ .. _ ' _ __..,. _ ....__. . ; ._.... . ?
. . .- ? -
-- -- .
- -- i_ .
..
--
EG 1-YEAR

. _ ., . .?.. _. _.: . .
.
_ ., ...
. . .., ....
. . ,
;
. . _ . ... ...; _ .
.., ,_. ... _. ... . ,. . _? - . ...

_; ,. , _; ..
, _. _. .. _ .
; .. _

._ ..; . ;. .
.
..

.. ... , _. ..... .. ..? _.
.

- . . . ;... .

y .. ._ i... .
_.

_

S t-YEAR

40 '-, ___
_ .. .;... ,_. ,...
.

,...__ ._ ,
. .. .
.
,._.. , . . _ .

_ ??.

,

round
. , ;.
?
;_ .. ; ... _ ?... . eank Sta
0 200 400 600 800 1000 1200
Station (ft)
FLOOGIE-PROP Plan: FLOOGIE PROPOSED 10/8/2006
1 in Horiz. = 200 ft 1 in Vert = 5 ft 5
F-LUUVit-NKUN Nian: r-LUUVit rrcuru5tu 1U/tS/LUUti
c
0
ia
N
w
?
c
0
m
>
N
W
04
04
1200
---- ----- •----
EG 100-YEAR
•
WS 100-VEAR
-------? ----
EG 10-YEAR
-r--
WS 10-YEAR
- --- ? ---..
EG 5 YEAR
WS-r--
EG 2 YEAR
a
WS 2 YEAR
?-----..
EG 1-YEAR
W51-YEAR
--t--
Ground
?
Bank Sta
Legend
-----a -- -_
EG 100-YEAR
-?--
WS 100-YEAR
- --.------
EG 10-YEAR
---?--
WS 10-YEAR
? - -_
EG 5-YEAR
--r--
WS 5-YEAR
- -----+--- ---
EG 2-YEAR
WS 2-YEAR
---'-----'----
EG 1-YEAR
WS 1-YEAR
--?----
Ground
Bank Sta
40
04 04

? . ..
'
. .. ? ? . ?.. ?_
?.
nd
9e
5 _ . ?. !..
- _...-
-•
EG 100 YEAR
50 I ?
?
:
? _.....
? -- " --
... ... .
_ .
.._ ...
..
... ; .... ._ _ ... _
_. ._ ... - - - - - - WS 10
? YEAR
_: ....

:.... ; ... .... ... .... .., _ . . . ..

_ .!.-' - --. .:... _..- ?- - -..
? ... . ... ..
... _. . ... ._ . _ . . - -
:....... ,•-.._ .?_.... . ...?.-- .. _. - -

? .. _

, -------

EG 10-YEAR
48
__.... __ . . ...
'
___ ,.
-- - -- - ---- -- - - - -

'
t..-
-
-
--
-
?-
-
..:...

__.._... _.._ _..;..._ .___. __... _.._

__...._ ?..._.._._..._.,.._.•._._ ,- - -.._

.
-- -
-
_._..:.._._.;_ ?._. _

.

' ..
'
- -

- WS
1
0
-YEAR

!._ .....:... .. ._._ _..:__' _._

?

.i... _ . ..: _ ..! _. ..
i.... ?.... - - --

? . .. ...`. - .?. _?l.
--
_ - -
-
+
- - -
EG S-YEAR
46
.. . _ : ... . ..
. _ - - ? -
-
- W5--_s vEnR

_ _' __

. .. ' .; _... ..... . ? _.. , . : _ ..
E
. _ .' .._ . _.:, _ _ .-._ .... :.. _ .? --..
?.
.,? _ .' ;.. _?. . ----

+-
EG 2 YEAR

..

_. ..
.......... - - _ . _.._ _... .
--- -

.
? .
- - -
i

..._
- -

S 2-YEAR

...?

_. .

_

? ... ... ,._. .
. ..

. . ..."
?..
I

... ?.. - - --- -
EG 1 YEAR
' "':? _ . . ....?.... ' :... `. .. :
. ?.. . . .? .. .. . ..: .. j. ? .
' . ...'

;.

WS t-YEAR
42 =--
.
.. ..

;..
--

?-
_
'
!

.. , . ? . . ._.
Ground
-
I ... _. _
..... .. .. .
.
.i _. ..;.._ ..: _. . .! _ ?._.
.
.. .. ... . ? ._ . . ...
..... _. . _ _ ? .
-
''.

.._
J

-
-

_ ,
.
Bank Sta
40
0 200 400 600 800 1000 1200
Station (ft)
FLOOGIE-PROP Plan: FLOOGIE PROPOSED 10/8/2006
04
, i
-.04
i
0 200 400 600 800 1000
Station (ft)
FLOOGIE-PROP Plan: FLOOGIE PROPOSED 10/8/2006
1 in Horiz = 200 ft 1 in Vert. = 5 ft 6
FLUUC3It-NKUN Nlan: FLUU(3IE NKUNUSEU 10/8/2UU6
?
c
0
iu
>
N
W
0 200 400 600 800 1000 1200
Station (ft)
FLOOGIE-PROP Plan: FLOOGIE PROPOSED 10/8/2006
50
48
?
c
0 46
m
44
?
42
40
0
Station (ft)
FLOOGIE-PROP Plan: FLOOGIE PROPOSED 10l8/2006
oa
?
O
iV
a')
W
oa
Legend
?---'--?-?-?--?-
EG 100-YEAR
.
WS 100-YEAR
. ----- X
EG 10-YEAR
WS 10-VEAR
- _ - r ---.
EG 5-VEAR
ws--•--
.._.....--+? - - -
EG 2-YEAR
WS 2'YEAR
- -- - -- -
EG 1-YEAR
WS t-YEAR
-?----
Ground
•
Bank Sta
50 _..,.. . ..._... . ;.._ . ._ ;.... .

5 .,_.
.. ,. , ... _ ,.__._ ? ?...._. _.._ -'-
egen
,. . ..,.. . ..,_ ,.. .. ,. , ._ ., . _ .
_; .. , .. . ,. ._ _. . . , . _ , . - ?
:
--- -- • - - ..
. ;.. ._
. _.
,
,.. _.._......__. ,__ ;. .
.._ .
,
100_YEA

8

_,
..

: ,
,
,
,. ,. . ;_ ,... _ . ? ?._ . .
,
,. _...._ ._.. .
_.._ ?.... ;.. . ?__ . . _ _ . _ , :.. _.._ , _ "
? ? . ._. _ _... , . , ...
' ;
---?--

100-YEAR

.
----' .
. .

. ..; , . ., . .. .
. . . .. ._ .... ., _ . _ ._ ..? ... . .i .. _ _; _. ... ..., .. . , ? . . . . ... . . .
,
. .., .. _; _ ... .., ... .., _ . .... ._ .. .. .., .._ , .. ..i .... ._ _ _., ... . ... _,. - ._ : ., .. .. . _ . ; ... ... . . . EG 10 YEAR
_. ..,
-, . ..: . ; . ., _ ..; .. ? . . . . .., ... : ._. , . . . . . . . . . . .
. ;_ .... ... -_.. . ._ ,.. .. . .
. . ?. .. j ... . ? . WS 1--?---
46 ,.. ;_. ;.. , . ... _.. __ ,........ ' _. : . _. , _ . .
. .. . .... . _..,. . , _.... ---------- ....-

.. _; ? . . , i .. _ _ _
,
. ,.. , . _ ; .. ; . : . ,.. . ..
.. ..
.. . . EG 5-YEAR

. '
.
.. ._ , .... _
_,. . ;. ,.._ _.;... i_. ,..... ?.... {....... . _
WS5-YEAR
_, . : .. .. .. , _. ..? .. .. . . ... .. .. . . ._ . . . .
. . . .. . . ..
__
?-- ?
44 ;

,. _;_ . ?.. ,...... . _._ ,..._. ,._._ .. ; .... . . .... . .. _. _.. ._.

..._ . __ __ _......., ?_ _,..;....
.. ..
EG 2 YEAR

..,
..;
;
.., _
; ,,.. ,_ .,. .. , . ,_.. ,__ , ,.....,
.. ...: . ?'? ... . . , ? , . .. . _ . .. ... .
a

WS 2-YEAR

42 ,
.,..

.., . .. _. , . ._ ,

? - . .. .. .... ...
..... ...... . ..
,... ?.... .._. ?...... ? ? .. . ?_ . . _...... . _ - -- . ... ; . .
... . .
.
. . j . , , _ ... i .
... , .... ' ,
._. ? . --- -------- .
G 1 YEAR .

E
. ... ...

. .. ...; _. -- .
,
?
,
... .
. _, . . .I .. .. _, _ ' ... ...:.... .. t.. . ... ._ ,.. _ .; _ _. ... _J ... _ ... _ ..., .. . . . ... ?. _,. . . ; . ...; ... . .?!i .. . ? , ' -
. ... ..... ..
,
... ..., .. ..i : .. . ... ... . .
. .. ..? _. . . ..
.. .
.... ?. .. ..., ... . .
. ...
.
; .
??: WS t-YEAR

._ _. ?.. .
,
.
.
..
, .. . ... ... ... . ... ..: . .. . .. . ._ .i .. . . . ._
. , .
..
.. .. . ? . _? _ : . .. _ .: _ _ ., ... _ _,' _. . _j .. _, .. . ... .? ... .. . .. .. ... . . . : .. .. .! .. . . . ? .
- ? ?-_

Ground
40 _.. , .
,. ;

, ,
.. _ . . .
.. . .
, . . , . . . . , , .. . ... ' - '" ?
;. _ „_ . :. ,... :.._. ,.._

ank Sta
0 200 400 600 800 1000 1200
Station (ft)
1 in Horiz. = 200 ft 1 in Vert = 5 ft 7
200 400 600 800 1000 1200
t-LUU(3It-NKUN F'lan: ?LUUGIE I'FZUPUSED 10/8/2006
oa >' . ?< oa
?
c
0
?
>
a?
w
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?egeno
_----_.?..----_.
EG 100-YEAR
•
WS 100-YEAR
- -- -- --
EG 10-YEAR
---- ):
WS 10-YEAR
- --'--_- - - - -'
EG 5-YEAR
-r--
WS 5-YEAR
_ _ -- + ---- ..
EG 2-YEAR
?
WS 2-YEAR
- ------- -°
EG 1-YEAR
WS 1-YEAR
i
Ground
•
Bank Sta
04 04
50 5 Legend
_.__
? EG 100-YEAR
? -
WS -?-
ioo ve
AR
48 ._..
-
EG 10-YEAR
, , . . . ? , . . . , , . : . . . , . ; . WS 10 YEAR
46
..
Y ----
: , EG 5 EAR
. ? , . . ? . , , . . . . ? . , . ? ? . ?

,
, --?-

WS 5 YEAR

44
. ,
? ?
. . . , . . . ? . . . . . ' . . . ? ? . .
. . . , ,
, , . . -- - -+ ---
EG 2-YEAR
. ?
WS 2-YEAR
42 --- -- -- ---
EG 1-YEAR
. ? , . , . , . . . ? , . . . . . . . ? . .
- WS t-YEAR
. , . , , . . . . . : , , . . , . . . . :
. . - ?
Ground
40 : •
• : : :? . , . , . . . . . . . . ? . . , . . Bank Sla
0 200 400 600 800 1000 1200
Statlon (ft)
1 in Horiz. = 200 ft 1 in Vert. = 5 ft 8
0
0
REACH 4 HYDRAULICS
C?
? HEC RAS Plan Reach4 Rner FLOOGIE Reach REACH4
Re?ri RlvBf 6to , . ?'rblfb > : Q Tf?roY . -.
•
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•

HFC-RAS Plan Rear.h4 Rver FLOOGIE Reach REACH4IContinuetll
Reach RNo&ta .rLtY? :,MinChfl.- lN.S.£f ' ".CritW,S. EG.E;ei*' 813
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29010 3439 4097 4103 OD00655 235 20958 145A5 019
39610 3439 4136 41.43 0.000731 261 26746 '16264 020
92930 3439 4290 42.98 OA00737 312 52785 17221 021
I a
;? 4530 3395 3884 3885 OD00169 093 4877 1391 0.09
15070 3395 4031 4036 OD00539 195 112A7 13451 016
29010 33.95 41 D4 4110 0000686 238 21836 153 10 018
;;??; 39810 3395 414A 41b0 0.000706 257 28032 15720 019
929.30 33.95 42.98 43 05 0000713 3.02 533 42 167.97 0.20

45.30 33.98 38.86 38.87 0.000106 0.77 58.77 1501 0.07
15070 33.98 40.37 4041 0000381 1.67 12028 97.97 0.13
290.10 33-98 41.10 41.16 0.000604 2.31 20227 12402 0.17
396.10 33.98 41.49 41.57 0.000729 265 254.55 135.95 0.19
92930 33.98 43.04 43.14 0.000876 3.38 46977 14329 022

45.30 34.30 38.87 3889 0.000336 1.19 37_97 1137 012
15070 34.30 40.39 40.48 0.001073 2.53 7645 94.82 021
290-10 34.30 41.15 4126 0-001238 3.02 'I71 42 148A8 023
"z?'''; 386.10 34.30 41.58 41.67 0.001181 3.10 237.16 162-08 023
929.30 34.30 43.15 4323 OA00898 3.19 503.87 176.27 021
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_
; Legend
-?-
WS 100-YEAR
50
: WS 10-YEAR

? ---r--
WS 5-YEAR
?
° 45
WS 2-YEAR
>
W WS 1-YEAR

40 . Gr- u d
•
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35
0 50 100 150 200
Station (ft)
FLOOGIE-HEC6T-REACH4 Pian: Reach4Prop 5/30/2007
•
C?
12 -? - 05 --?-- 04 ? .05 -+-.04 -?? 12 ---?
• , Legend

50 f
WS 100-YEAR
, WS 10-YEAR
?
?
_ . ---r-
WS 5-YEAR
0
- 45
WS 2 YEAR
?
w . : WS 1-YEAR
'
40 . Ground
. ; •
' Bank Sta
35 . . ? . ; . .
0 50 100 150 200
Station (ft)
FLOOGIE-HEC6T-REACH4 Plan: Reach4Prop 5/30/2007
i
12 ?-- 05 --?- 04 -?-- 05 '?-.12 -?
Legend

50
. . ¦
WS 100-YEAR
. WS 10-YEAR
? . WS 5- E R
? 45
o : WS 2 YEAR
>
WS 1-YEAR

40
Gro nd
. •
. , , Bank Sta
35
0 50 100 150 200
Station (ft)
1 in Horiz. = 50 ft 1 in Vert. = 10 ft
0
FLOOGIE-HEC6T-REACH4 Plan: Reach4Prop 5/30/2007
12 -?? .05 -? . 04 ?- 05 '?- .12 -?
Legend
t
WS 100-YEAR
50
WS 10-YEAR
-
-
? ?
-
WS 5-YEAR
45 . ?
0 WS 2-YEAR
m ,
?
w
WS 1-YEAR
.
40 .
_ ¦
Ground
•
Bank Sta
35
0 50 100 150 200
Station (ft)
FLOOGIE-HEC6T-REACH4 Plan: Reach4Prop 5/30/2007
•
•
12 ?- .05 --? 04)JI 05 '11(- .12 -?
Legend

50
. ¦
WS 100-YEAR
WS 10-YEAR

? ?-
WS 5-YEAR
0 45
Y WS 2 YEAR
cv
>
WS 1-YEAR

40

i? Ground
¦- J-r-=-?--_'_'!
` •
Bank Sta
35
0 50 100 150 200
Station (ft)
FLOOGIE-HEC6T-REACH4 Plan: Reach4Prop 5/30/2007
12 -? 05 -?.04 05 .12 -?
'
, . Legend
50 e : WS 100-YEAR
. WS 10-YEAR

? -..r-
WS 5-YEAR
? 45 .
o WS 2 YEAR
>
w WS 1-YEAR
. . ,
40 ¦
Ground
: •
Bank Sta
35
0 50 100 150 200
Station (ft)
1 in Horiz. = 50 ft 1 in Vert. = 10 ft
2
.
FLOOGIE-HEC6T-REACH4 Plan: Reach4Prop 5/30/2007
12 '?-- . 05 .04 ?- .05 12 -?
Legend
: -?--
50 , WS 100-YEAR
WS 10-YEAR
Wg 5 YEAR
a 45 .-
?. WS 2-YEAR
co , ;
>
N . . .. . : . . . .. . . - .. . .. .. .
w WS 1-YEAR
40 Gr?nd
•
. Bank Sta
35
0 50 100 150 200
Station (ft)
FLOOGIE-HEC6T-REACH4 Plan: Reach4Prop 5/30/2007
•
•
0 50 100 150 200
Station (ft)
FLOOGIE-HEC6T-REACH4 Plan: Reach4Prop 5/30/2007
?-.12 05 -3?1-( 04?-.05-? i
' .2.
; Legend
.
50 : . WS 100-YEAR
_
; WS 10-YEAR
^
? . ?-
WS 5-YEAR
0 45
? WS 2-YEAR
?
w
;
WS 1-YEAR
40 Ground
. •
Bank Sta
35
0 50 100 150 200
Station (ft)
1 in Horiz. = 50 ft 1 in Vert. = 10 ft
•
FLOOGIE-HEC6T-REACH4 Plan: Reach4Prop 5/30/2007
? .12 -?- .05 --? .04 05 ? 12 ?
: . : Legend

50 ?-
WS 100-YEAR
WS 10-YEAR
' WS?-
c 45
? ' WS 2-YEAR
>
WS 1-YEAR
40 .
Ground
; s
Bank Sta
35 . ; I ; . . .
0 50 100 150 200
Station (ft)
FLOOGIE-HEC6T-REACH4 Plan: Reach4Prop 5/30/2007
r?
U
CJ
?- .12 -?-- .05 -? .04 ?-- 05 -?- 12 --?
: Legend
50 : . _ _ . WS 100-YEAR
_ . : WS 10-YEAR
? WS 5 YEAR
0 45 , - : . .
?
, WS 2-YEAR
>
W WS 1-YEAR
40 _. •
: Ground

. _ •
, Bank Sta
35
0 50 100 150 200
Station (ft)
FLOOGIE-HEC6T-REACH4 Plan: Reach4Prop 5/30/2007
?- 12-?-A5-?.04?-.05?- 12?
. Legend
50 ; ¦
. WS 100-YEAR
: WS 10-YEAR
45 . : _ . .
-
?
-- WS
5YEAR
o
? .
. .
WS 2-YEAR
_T
W 4p
. ; _
WS 1-YEAR
¦
Ground
•
35 ; Bank Sta

0 50 100 150 200
Station (ft)
1 m Honz. = 50 ft 1 in Vert. = 10 ft
C?
FLOOGIE-HEC6T-REACH4 Pian: Reach4Prop 5/30/2007
Z?
c
0
io
>
a?
w
?.12-?.05-+.04
05 .12--?
Station (ft)
FLOOGIE-HEC6T-REACH4 Pian: Reach4Prop 5/30/2007
•
x
0
m
>
a>
w
-.12 -?- .05 .04 -?-- 05 --? .12 ?
50 100 150 200
Station (ft)
FLOOGIE-HEC6T-REACH4 Pian: Reach4Prop 5/30/2007
C ?
?p
C
0
N
>
N
W
50 100 150 200
I Station (ft) I
1 in Horiz. = 50 ft 1 in Vert. = 10 ft
0 50 100 150 200
•
FLOOGIE-HEC6T-REACH4 Plan: Reach4Prop 5/30/2007
?.12+.05-+.04?-.05--? -.12-?
Legend
50 ?-
- : WS 100-YEAR
WS 10-YEAR
45
? - WS 6-YEAR
? . . WS 2-YEAR

? 40 .
• _ .
WS 1-YEAR
w
Ground

; 0
35 : . .
' Bank Sta

0 50 100 150 200
Station (ft)
FLOOGIE-HEC6T-REACH4 Plan: Reach4Prop 5/30/2007
0
?.12?.05-?.0 05-?.12?
. ,

: : Legend

50 . --?-
WS 100-YEAR
, WS 10-YEAR
?
?

, -r-
WS 5-YEAR
0 45
- WS 2 YEAR
? '. .
w WS 1-YEAR

40 Ground
0
Bank Sta
35
0 50 100 150 200
Station (ft)
•
1 in Horiz. = 50 ft 1 in Vert. = 10 ft
C?
Appendix F: Erosion and Sedimentation Analysis
Ll
0
10/09/2006 10:06-.12-688 AM
---- ..•...a........a.......a..aa..a.a..aa.?a?..•?..?.
` SEDIMENTATION IN STREAM NETWOAKS (HEC-6T) ?
' BY .
' William A. Thomae ?
• ? vERSION 5.13.22.06 (052006x0900-Pa[ch6) May 20, 2006 ;
• A MODIFICATION OF a
• VERSION 4.00.00 January 01, 1994
•
• COPYRIGHT (c) 2002, t-1BH SOFTWARE, INC. •
• P.0 BOX 264 TELEPHONE [phone] ?
' CLINTON, MZSSISSTPPZ 39060 FNC 601-925-4093 ?
' e-mail mbh2oQaol.com .
- ... I .•.a.•a...........a....•-...... I aaa. **.a.aa..... -*
???.??.a•?•??..?.?.•..?a.•?.?.?.?.•.a.•??.??ra•.?a•a...s??...
` Diaclaimer. .
• Thie computer program -ae vritten foz uee Dy engineere +
? and ecientiet who aze competent in Che £ield of Sedimen- I
? tation Engineerinq. Zt pcovidee a framework for perfo- '
• ing Sedimentation Computatione. ?
. ?
' Thie proqram and Documentation are provided "AS SS," with-?
• out warranty of any kind, eiLt?er expreee or implied. A11 ?
' warrantiee of any type respecting thie proqram and/or the ?
' documentation are hereby dieclaimed by Ue author. +
? ?7illiam A. Thomas ?
aa.a?.??•???a••a.aa?..•?..•.•....?•..?••.?a.aa•a•....?.u??.•
THIS PROGRAM SS DSMENSIONED FOR
HP.7(TMUM NLiMBER OF CROSS SECTIONS = 1200
MP.XIMLM NUPIDER OF CONTAOL POINTS - 51
h"IMUM NUMIDER OF SEQ-ffiNTS = 50
MAXIMUM NUMBER OF SE(74ENTS JOINI NG A CONTR OL POINT= 3
MP.XIMUM i7LJMBER OF IACAI, INF'I,ON POINT S PER SEQ?ffNT = 50
DIAXIMUM T1lMBER OF CAOSS SECTION (STA ,ELEV) POI NTS = 600
HAXIMUM NUMIDER OF DREDGING SITES = 500
MA.XIMIRf MiMBER OF GRAIN SIZES - 20
TABLE SED-C. CROSS SECTION IqCA TION S
SEC NO. REACH INITIAL B ED E LEVATI ONS ACCI7MUL,ATE D CNANNEL DISTANCE
LENGTH I.EFT SIDE T HAI,WEG RI GHT SIDE FAOM DOWNSTAEAM
f'EET MILES
• 25.33
1.000 69.45 44 .34 49 .59 0.0 0.000
25.33
2.000 50.08 44 .33 49 .25 25.3 0.005
35.19
3.000 49.93 43 -74 49 .35 60.5 0.011
28.75
4 .000 49,90 44. 27 49 .36 89.3 0.017
43.48
5.000 49.93 44 . 13 09 .70 132.8 0.025
29.89
- 6.000 49.59 44. 62 49 .24 162.6 0.031
40.97
7.000 69-50 41. 41 50 .00 203.6 0.039
24.86
8.000 49.82 43. 97 50. 01 228.5 0.043
39.72
9.000 49.75 44 . 47 50. 04 267.6 0.051
63.78
10.000 50.04 44. 68 49. 96 331.4 0.063
36.06
11.000 50.07 44 . 05 49. 96 367.4 0.070
32,68
12.000 50.36 44. 60 50. 07 400-1 0.076
42 . 84
13.000 50.17 40. 84 50. 09 443.0 0.084
30.32
14 000 50 .47 43. 97 50 . 04 073.3 0.090
30.33
15.000 50-54 44. 60 50. 00 503.6 0.095
29.50
16.000 50.36 44. 91 50. 54 533.1 0.101
29.33
17.000 50.32 44. 26 50. 04 562.0 0.107
33 . 95
18.000 50.36 46. 32 49. 96 596.4 0.113
39.78
19.000 50.79 45. 01 50. 29 636.2 0.120
so 07
21.000 50.65 44. 09 50. 25 686.2 0-130
22.77
22.000 50.90 44. 46 50. 29 709.0 0.130
2D.26
23.000 SO.46 E5. 03 50. 69 729.3 0.138
23.82
• 24 .000 50.26 44 . 49 49. 68 753.1 0.143
22.25
25.000 50.48 45. 24 50. 76 775 3 0.147
FiEACH 1 HEC-6T OUTPUT
C:\HEC6T\Projecte\Floogie\R2 ADJ PROFILE.Tfi - 1
34 .42
26.000 50.22 GG.
BOIJNDARY CONDITION DATA, SE QgNT NO.
WATER DISCHARGE= 29.00
ELEVATZON= 46.600
• TEMPERATlJFiE= 50.000
FI.OW DURATION(DAYS) 10.0000
••?? DISCHAAGE WAT£R ENERGY
CFS SUAFACE LINE
TABLE HA- l. CRO55 SECTION ID.
'••• Q 29.0 46.600 46.620
•+• FLOW vELOCITY, FPS = 0.10
••• FLOW DISTRIBUTION(8) = 0 10
REACH... n-vpLI1B = M•n 0.0361
COWAN M 1.0000
TABLE HA- 2. CROSS SECTION ID.
•'?• Q 29.0 06.624 46-643
•`• PLOW VELOCIPY, FPS = 0.07
'+• F'L,OW DISPRIBUTION(Q) = 0.04
REACH... rVALUE = M•n 0.0384
COWAN M 1 0000
TABLE HA- 3. CROSS SECTION ID.
•"• Q 29-0 46 652 46.661
'•• FLOW VELOCITY, FPS = 0 04
••• FIAW ?ISTRIBUTION(B) = 0.00
REACH .. n-VALUE = M-n 0.0381
. COWAN M 1.0000
TABLE HA- d. CROSS SECTION ID.
•"' Q 29.0 46.661 76.674
••' FLOW VEIACITY, FPS = 0.18
'•' FLOW DISTRZBUTION(9) = 3.49
REACH... n-VKLUE = M*n 0.0381
COWAN M 1.0000
TABLE HA- 5. CROSS SECTION ID.
•"• Q 29.0 66.685 46.700
'•• FLOW VELpCITY, FPS = 0.00
FLOW DISTRIBUTION($) = 0.00
AEACH... n-VAI,UE = M+n 0.0365
CONAN M 1.0000
TABLE HA- 6. CROSS SECTION ID.
..a• Q 29.0 46.704 46 729
•?' FI.OW VELOCITY, FPS = 0.00
•?? FIqW DTSTRIBUTION(B) = 0.00
• REACH... n-VALUE = M•n 0.0365
COWAN M 1.0000
TABLE HA- 7. CROSS SECTIOti ID.
•'•• Q 29.0 46.754 46.773
'•• FLOW VELOCITY, FPS = 0.00
'•. E1AW DISTAIBUTION(8) = 0.00
REACH... n-VALUE = M'n 0.0363
CONAN M 1.0000
?
DISCHAHGE WATER ENEAGY
CFS SURFACE LSNE
TABLE HA- 8. CROSS SECTION ID.
"••' Q 29.0 46 776 46.788
?•• F1,OW VELOCITY, FPS = 0. 00
•'+ FLOW DISTRIBUTION(8) = 0.00
REACH... n-VALUE = M-n 0_0363
COMAN M 1.0000
TABLE HA- 9. CRO55 SECTION ID.
29.0 46.793 46.814
•'• F'I,Ow VELOCITY, FPS = 0.00
FI,OW DISTRIBUTION?e) = 0.00
REACH... n-VALUE = y•n 0.0361
COWAN M 1.0000
TABLE HA- 10. CROSS SECTION TD.
•"• 4 29.0 46.855 46_874
•?• E'I,OW VEI,pCITY, FPS = 0.00
'•' F'I.OW DISTRIBUTION(8) = 0.00
REACH_ n-VALUE = H•n 0.0355
COWAN M 1 .0000
TABLE HA- 11. CRO55 SECTION ID.
'?'• Q 29.0 46.886 46.890
"• FLOW VEI,OCITY, FPS = 0.00
??• FI.OM DIST(iIBUTION(B) = 0.00
REACH... n-VALUE = M•n 0.0372
CONAN M 1.0000
TABLE HA- 12. CROSS SECTION ID.
•?•a 4 29.0 46.902 46_920
?+• FI,OW VEIqCITY, FPS = 0.08
• ... F1,pW DISTRIBUTION(9) = 0.08
REACH. n-vALifE = M•n 0,0382
COWAN M 1.0000
REACH 1 HEC-6T OUTPUT
70 50 51 809.8 0.153
1 CP NO 1
vELOCITY ALPHp TOP AVG BED
HEAD WIDTH ELEv
1 000
0.020 1.025 32.98 45.15
1 24 0.16
99 86 D OG
0.0500 0.0359
1.0000 1.0000
2.000
0.019 1.055 97.09 45.09
1-11 0.05
99.86 0 10
0.0500 0.0389
1.0000 1.0000
3 000
0 009 1.062 75.20 4E.62
0 77 0 05
99.77 0 22
D.O500 0.0392
1.0000 1.0000
a 000
0_013 ].556 140.29 45,04
0 94 0.19
92.65 3.86
0.0500 0.0385 -
1.0000 1.0000
5.000
0.015 1.000 17 82 45.03
0 98 0.00
100.00 0.00
0.0500 0.0373
i 0000 1 0000
6 000
0.025 1.000 17.70 45.40
1.26 0 00
100 00 0 00
0.0500 0.0358
1.0000 1.0000
7 000
0.019 1.000 17.33 45.24
1.10 0 00
100.00 0.00
0.0500 0.0368
1.0000 1.0000
VEIACITY ALPHA TOP AVG BED
HEAD WIDTH ELEV
8.000
0.012 1.000 17.27 44.85
0,87 0.00
100.00 0.00 .
0.0500 0.0369
1.0000 1.0000
9.000
0.021 1.000 16.93 45.33
1.17 0.00
ioo 00 0.00
0.0500 0.0370
1.0000 1.0000
10.000
0.019 1.000 17.45 45.36 1 11 0.00
100.00 0.00
0.0500 0.0369
1.0000 1.0000
11.000
0.012 1.000 19.88 45.22
0.88 0.00
100.00 0.00
0.0500 0.0365
1.0000 1.0000
12.000
0.019 1.029 39.71 45.42
l.ll 0 11
99 87 0.05
0.0500 0.0367
1.0000 1.0000
C?\HEC62\Projects\Floogie\R2 ADJ PROFILE.T6 - 2
TABLE HA- 13. CRO55 SECTION ID. 13.000
•??? Q 29.0 46.944 46.970 0.026 1.000
•?• F'LOW VELOCITY, FPS = 0.00 1.29 0.00
•.. F1,OW DISTRIBUTION(9) = 0.00 100.00 0.00
FiEACH... rVAI,UE = M+n 0.0365 0.0500 0.0371
COWAN H 1.0000 1.0000 1.0000
. HA- 14. CROSS SECTZON
:ABL
E ID. I4.000
:
29.0 46.903
Q 46.994 0.011 ...000
. FLOW V£LOCZTY, FPS = 0.00 0.84 0.00
- FLOW DISTRIBUTION(&) = 0.00 100.00 0-00
REACH... n-VALUE = M•n 0.0358 0.0500 0.0364
COWAN N 1.0000 1.0000 1.0000
TABLE HA- 15. CROSS SECTION ID. 15.000
??•• Q 29.0 46.996 47.013 0.017 1.000
?•+ F1,OW vEIqCITY, FPS = 0.00 1.05 0.00
F'LOW DISTRIBUTION(i) = 0.00 100.00 0.00
REACH... n-VAI,UE = M•n 0.0357 0.0500 0.0371
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 16. CROSS SECTZON ID. 16,000
Q 29.0 G"1.018 07-036 0 .018 1.000
??• FLOW VEIACITY, FPS = 0.00 1,07 0.00
•?' FLOW DISTRZBUTION(6) = 0.00 100.00 0.00
REACH... n-VALUE = Min 0.0357 0.0500 0.0360
COWAN M 1.0000 1.0000 1.0000
a
+•+• DISCHAAGE WATER ENERGY VELOCITY ALPHA
CFS SURFACE LINE HEAD
TABLE HA- 17. CROSS SECTZON ID. 17.000
??+• Q 29.0 47.062 61.055 0.014 1.000
FLOW vELOCITY, FPS = 0.00 0.93 0.00
'•? FLOW DISTRIBUTZON(R) = 0.00 100.00 0.00
REACH... n-vALUE = H+n 0.0356 0.0500 0.0368
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 18. CROSS SECTION ID. 18.000
•??? Q 29.0 47.060 47.077 0.017 1.000
•?? FIAW VEIACITY, FPS = 0.00 1.05 0.00
+?+ FLOi7 DISTRIBUTION(4) = 0.00 100.00 0.00
REACH_.. n-VALUE = M-n 0.0355 0.0500 0.0367
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 19. CROSS SECTION ID. 19-000
??+• Q 29.0 47.092 47.116 0.024 1.000
?•* FZ.0W VELOCITY, FPS = 0.00 1.24 0.00
•?+ FLON ?ISTRIBUTION(B) = 0.00 300.00 0-00
REACH... n-VAI,UE = M'n 0.0355 0,0500 0.0365
COWAN M 1.0000 1.0000 1.0000
• TABLE HA- 20. CROSS SECTION ID. 21.000
.
+?+• Q 29.0 47.140 47.151 0.010 1.047
F1.OW VEIACITY, FPS = 0 04 0.82 0.09
.•• FI,OW DISTRIBUTZON(8) = 0.00 99.68 0.32
REACH... n-VIaLUE = M•n 0..0359 0,0500 0.0364
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 21. CAOSS SECTION ID. 22.000
••++ Q 29.0 47.148 07.160 0.012 1.066
?•• F"iAW VELOCITY, FPS = 0,08 0.88 0,04
FZOW DISTRIBUTION(9) = 0-33 99.66 0.01
REACH. . n-VALUE = M-n 0-0362 0.0500 0.0371
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 22. CRO55 SECTION ID. 23.000
•??• Q 29.0 47.156 47.175 0.019 1.000
++? F']AW VEIACITY, FPS = 0.00 1.12 0.00
?•? FI.O?1 DISTHIBUTION(4) = 0.00 100.00 0.00
REACH_.. n-VALUE = M'n 0.0358 0.0500 0.0362
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 23. CROSS SECTION ID. 24.000
+*•? Q 29.0 47.177 47.197 0.020 1.000
•+? FL0W VELOCITY, FPS = 0.00 1.14 0.00
FLOW DISTRIBUTION(t) = 0.00 100-00 0.00
REACH._. n-vAL1JE = M-n 0.0359 0.0500 0.0375
COWAN M 1-0000 1-0000 1.0000
TAHI.E HA- 24 - CROSS SECTION ID. 25.000
••?? Q 29-0 47.197 47.225 0.028 1,000
••• FI,OW VEIACITY, FPS = 0.00 1.30 0.00
+•? FLOW DISTRZBUTIONIB) = 0-00 100.00 0.00
REACH... n-VALUE = M*n 0.0363 0.0500 0.0361
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 25. CRO55 SECTION ID. 26.000
••?+ Q 29.0 47.242 47.256 0 .014 1.000
•?• £IAW VEIACITY, FPS = 0.00 0.94 0.00
••` FLbN DISTAIBUTZON(4) = 0_00 300.00 0.00
REACH... n-VAI.UE = M+n 0.0362 0.0500 0.036E
COHAN M 1-0000 1.0000 1.0000
?
TABI.E SA-1. EBX - FLAOGIE SITE - REACH 1
A
CUMIII..ATED
A
RE-F'EET LEAV
ENTEANG AND
NG A
SEQ?NT
• :
•
.
+
(Multiply by 1233.18to qe
..a..?.. +
.
t Cubic Met .
'
ers)
ll 18 45.64
20.62 45.32
17_61 45 42
18.13 45, 53
TOP AVG BED
47IDTH ELEV
7.89 45 31
16.46 45 39
17 44 45.75
45.91 45,39
6G.1"7 65.36
18.93 45 78
15.59 45.54
16.95 45 92
17.44 GS-48
REACH 1 HEC-6P OUTPUT
C?\HEC6T\Projects\Floogie\P-2 ADJ PROFILE.T6 - 3
REACH 1 HEC-6T OU1'POT
TIME ENTRY • SAND ?
DAYS POINT ' INFIAW OUTFIAW TRAP EEF•
10.00 26.000• 0.00 ?
TOT?.Ir 1.000+ 0.00 0 01 -9.d3-

• .............. .- ..........1 ..•-- ...
TABLE SB-1. TOTAL. IAAD a.a....•. ...... -a
BY SIZE CLASS IN TONS/DAY
FINEST TO COARSEST PARTICLE SZZES
SEDIMENT INFLqw. CP= 7
SAND ,4ND/OR GRAVEL= 0. 0. 1 0 .0 0 .0 0 .1 0.0
0. 0 0 0 0 .0
SEDIMENT OUTf'LOW . CP= 1
SAND AND/OR GRAVEL= 2. 1 3 0 .2 0 .3 0 3 0.0
0. 0 0. 0 0 .0
TABLE SB-2-, SE(?IENT 1 STATUS OF THE BE
___________' D PROFIL£ AT TLME = 10. 00000 DAYS

SECTION AvG BED WS ELEV THAIXEG ___
Q _____'__ ___
SEDIMENT IAAD ___________
IN TONS/DAY
ID NO CHANGE FEET FEET CFS SAND
26.000 0.10 07.24 44 .81 29. 0.
25 000 -0 12 47.20 E5.11 29. 0.
14 .000 -0.12 47.18 44 ?36 29. 1.
23 000 -0 .12 47.16 44.90 29. 1.
22 .000 -0.13 47.15 E4 .33 29.
.
1
21.000 -0.09 47.14 44 _00 29. 2.
]9.000 -0 11 47.09 44 .88 29. 2.
18.000 -0 .11 47.06 44 .20 29. 2
17.000 0.16 4"7 OG 44 45 29. 2.
16.000 -0.11 47-02 44.80 29. 2.
15.000 -0.11 47.00 44 .48 29. 2.
10.000 -0.03 46.98 43.93 29. 3.
13.000 -0.12 46 94 44 .71 29. 3.
12.000 -0.12 46 90 44 .48 29. 3.
11.000 0.03 46.89 44 .09 29. 3.
10.000 -0 .12 46 86 44 .56 29. 4.
9.000 -0.11 46.'79 44.35 29.
.
4
B 000 -0 OS 46.?8 G3.92 29. 4.
'
7.000 -0.09 46 75 44 .31 29 4 .
6.000 -0.09 46.70 44 _51 29. 5.
5.000 0.17 46,69 44 .31 29. 4. -
4.000 0. 08 46.66 E4 .35 29. 2.
3.000 0 .04 66.65 43.78 29. 2.
2.000 -0.13 46.62 44.20 29. 2.
1.000 -0 13 E6.60 44 .21 29. 2,
CONDITION DATA, SEGMENT NO. 1 CP NO . 1
WATER DSSCHARGE= 117.0 0
ELEVATZON= 07.27 0
TE[,fPERATURE= 50.00 0
• F7.OW DURATION(DAYS) 1.000 0 . . .
DISCHARGE WATER ENERGY v£IACITY ALPHA TOP AvG BED
CFS SIJAFACE LINE HEAD wIDTH EL EV
TABLE HA- I. CRO55 SECTION ID. 1-000
'••' Q 117.0 47.270 47 .286 0.016 1.510 258.11 45 .02
'•' FLOW VELOCITY, FPS = 0.66 1.35 0.60
FLOW D15TRIBUPION(%) = 29 09 45.38 25.53
REACH... n-VALUE = M•n 0.0362 0.0500 0.0357
COF'AN M 1.0000 1.0000 1.0000
TABLE HA- 2. CROSS SECTION ID 2.000
••'• Q 117.0 47.293 07.297 0.005 1.325 373.36 44 .96
•?• FZOW VEIACITY, FPS = 0 .41 0.82 0.43
?•• F1,Ow DISTRIBUTION(&) = 20.99 27.89 51.13
REACN... n-VAI.i7E = M-n 0.0384 0.0500 0.0388 -
COWAN M 1.0000 1.0000 1-0000
PABLE HA- 3. CROSS SECTION ID. 3.000
... • Q 117.0 47.301 47.306 0.005 1.473 384 14 44 .63
•'• F1.Ow VEI.OCZTY, FPS = 0.37 0.82 0.39
'+` FZOW DISTRIBUTION(tr) = 18.66 34.32 G"J.22
REACH... n-VqLUE = M-n 0.0381 0.0500 0.0392
CONAN M 1.0000 1.0000 1.0000
TABLE HA- d. CROSS SECTION ID. 4 -000
??•• Q 117_0 47.308 47.314 0.006 1.269 332.60 45 .13
••' FLOW YEIACITY, FPS = 0.48 0.87 0.47 .
•?? EIqW DZSTRZBUTSON(!) = 23.10 28.57 48.33
REACH... n-VAI,UE = M•n 0.0380 0.0500 0_0384
CONAN M 1.0000 1.0000 1-0000
TABLE HA- 5. CROSS SECTION ID. 5.000
•••' Q 117.0 47.324 47.331 0.006 1.424 409.03 45 .22
••? F'I.OM VELJCITY, FPS = O.GG 0.94 0.46
•'? F'I.OW DISTRIBUTION(B) = 16.63 30.55 52.82
FiEACH_ .. n-VALLiE = M•n 0.0384 0.0500 0.0393
COFIAN M 1.0000 1.0000 1-0000
TABLE HA- 6. CROSS SECTION ID. 6.000
??•? Q Ill.O 47.336 47.347 0.011 1.476 334 .42 45 .33
F'I.06' VEIACSTY, FPS = 0.56 1.19 0.57
•** F'IAw DISTRIBUTION(t) = 19.28 36.78 43.94
REACH... n-vALUE = M•n 0_0385 0.0500 0.0378
? COHAN H 1.0000 1.0000 1.0000
TABLE HA- 7. CROSS SECTZON TD. 7.000
?••• Q 117.0 47.359 07.369 0-010 1.434 298.71 05 .15
C.\HEC6T\Projects\Floogie\R2 ADJ PROFILE.T6 - 4
• " FLOw VEIACSTY, FPS = 0.54
'•' F'I,Ow DISTRIBUTION(B) = 18.50
REACH... n-VAI,UE = M+n 0.0387
COWAN M 1.0000
O
" •• DISCHARGE WATEA ENERGY
? CFS SURFACE LZNE
ThBLE HA- B. CROSS SECTION ID.
Q 117.0 4 7.364 4?.392
F'I.014 vEIACITY, FPS = 0.63
••' FZ?OW DISTRZBUTION(B) = 19.01
REACH . n-VAI,[JE = M•n 0.0385
CONAN M 1.0000
?ABLE FiA- 9. CROSS SECTION ID.
•••• Q 117.0 47.41E 47.425
FLON vELOCITY, FPS = 0.59
'+• FI,Ow DISTAZBUTION(b) = 19 99
REACH... n-VALUE = M•n 0.0377
COWhN M 1.0000
TABLE HA- 10. CROSS SECT70N ID.
•'•• Q 117.0 47.452 47.461
" • F1qH VELOCITY, FPS = 0.55
'?• f7.Ow DISTRIBUTION(!) = 19.25
0.EACH. . n-vqLL1E = M•n 0.0380
COWAN M 1.0000
TABLE HA- 11. CROSS SECTION ID.
••?• Q 117.0 47.467 E?.478
••? FLOW VELOCISY, FPS = 0 48
•'• FLOW DISTRIBUTION(B) = 12.88
REACH. . n-VAI,U£ = M'n 0.0379
COWAN M 1.0000
T7+BI.E HA- 12. CRO55 SECTION ID.
•••? Q 117.0 47.480 47.497
FLOw vELOCITY, FPS = 0.68
FLOW DISTRIBUTION(8) = 22.96
REACH.. n-VA1,UE = M•n 0.0382
COWAN M 1.0000
TABLE HA- 13. CROSS SECTION ID.
'• " Q 117.0 47.501 47.570
"• FLON VELOCITY, FPS = O.86
'•. f'IAW DISTAIBUTION(B) = 11.01
REACH... n-VALIIE = M•n 0.0329
COWAN M 1.0000
TABLE HA- ld. CROSS SECTION ID.
? +.., Q 117.0 47.598 07.624
' FLOF' VELOCITY, FPS = 0.59
? FZON DISTAIBUTION(8) 11 .81
REACH... n-VAI,UE = M•n 0.0379
COWAN M 1.0000
TABLE HA- 15. CROSS.SECTZON ID-
'•?• Q 117.0 47.636 47.650
•'• F7AW VELOCITY, FPS = 0.61
'•• F'LOW DISTRIBUTION(1) = 20.04
REACH... n-VALUE. = M-n 0 0378
COWAN M 1.0000
TABLE HA- 16. CRO55 SEC2ION ID.
'?•• Q 117.0 47.656 47.668
??• FLOW VEIACITY, FPS = 0.58
'.. fT.OW DISTRIBUTION(6) = 19.91
REACH... n-vALUE = M•n 0.0381
COWAN M 1_0000
O
.... DISCHARGE WATER ENERGY
CFS SURFACE LINE
TABLE FU- 17. CRO55 SECTION ZD.
•'?• Q 117.0 47.674 47.601
••' F'LOW VELACTTY, FPS = 0. 46
••• F'LOW DISTAIBUTION(i) = 15.34
REACH... n-VALUE - M•n 0.0385
COFlAN M 1.0000
TABLE HA- 18 . CROSS SECTION ID.
'••• Q 117.0 47.683 07.695
'•• FTAN VEIACITY, FPS = 0.57
" • F1AW DISTRIBUTION(6) = 17,77
REACH... n-VALUE = M•n 0.0381
CONAN M 1.0000
TABLE HA- 19. CROSS SECTION ID.
a?•• Q 117.0 47.709 47.720
••• F'I.OW vEIqCITY, FPS = 0.63
FLON DISTRIBUTION(B) = 25.26
REACH.., n-VALUE = M•n 0.0387
COwAN H 1.0000
2ABLE 1U+- 20. CAOSS SECTION ID.
• ,..' Q 117.0 E7.737 47.752
' P1.OW VELOCITY, FPS = 0.53
i t],pw DISTRIBUTION(!) - 13.61
REACH.. . n-VAI,(IE = M•n 0.0359
REACH 1 HEC-6T OUTPUT
1.11 0 54
36.?1 44 79
0.0500 0.0390
1.0000 1.0000
VELOCITY ALPHA TOP AVC BCD
HEAD WIDTH ELEV
8 000
0.028 1.994 284 .25 dG 83
1 63 0.50
62.06 18.93
0.0500 0.0374
1.0000 1.0000
9 000
0.012 1.503 314 .83 45.24
1 20 0.55
38,14 41.86
0.0500 0.0382
1.0000 1.0000
10.000
0.009 I.434 308.60 45 .18
1.07 0.51
36.28 44,47
0.0500 0.0387
1.0000 1..0000
11.000
0.011 1.465 293.83 45.25
1.12 0.57
43 19 43.94
0.0500 0.0371
1.0000 1 .0000
12.000
0.017 1.660 306 83 45.30 .
1.39 0.55
45 75 31.30
0.0500 0.0367 ..
1 0000 1.0000 13.000
0.069 1.580 164.13 45.52
2 42 1.01
71.36 17.63 "
0-0500 0.0322
1.0000 1,0000
14 .000
0.026 1.711 251 86 45.37
1.55 0.61 64.03 24 .15
0.0500 0.0349
1-0000 1.0000
15.000
0.014 1.584 288.94 45.29
1.26 0.54
44 , 72 35 .24
0.0500 0.03?5
1.0000 1.0000
16.000
0-012 1.026 267.25 45 .42
1.17 0.57
40 74 39-35
0.0500 0.0381
1.0000 1.0000
VEIqCZTY ALPHp TOP AVG BfD
HEAD WIDTH ELEV
17.000
0.007 1.337 318.59 45 .48
0.96 0.51
32.35 52.31
0 0500 0.0391
1.0000 1.0000 .
1B 000
0.013 1.540 288.59 45.33
1.23 0-56
41.76 G0.47
0.0500 0.0387
1.0000 1.0000
79.000
0.011 1.426 304.90 45.64
1.18 0.55
36.06 38.28
0.0500 0.0375
1.0000 1.0000
21.000
0.015 1.703 299.50 45.30
1.26 0-51
53.15 33.20
0.0500 0.0364
C:\HEC6T\Projecte\Floogie\R2 ADJ PROFILE.T6 - 5
CONAN M 1 0000 1.0000 1.0000
TABLE NA- 21. CROSS SECTION ID. 22.000
••'• Q 11?.0 47.752 47.765 0.013 1.662 304 .94 CS 21
•'? FIAW VELOCITY, FPS = 0.56 1.20 0 48
'•• f1.OW DISTRIBUTION(B) = 20.28 47 91 31 81
• REACH... n-vALUE = M•n 0.0362 0.0500 0.0311
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 22. CROSS SECTION ID 23.000
•'•? Q 1 17.0 G7.757 47.783 0.026 1.571 243.26 45.6?
•"' F1.OW vELOCITY, FPS = 0.72 1.62 0 71
"? F1.OW DISTRIBUTION(!) = 20.09 5 4.87 25.04
REACH... n-vALUE = M•n 0.0368 0.0500 0.0321
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 23. CROSS SECTION ID . 24 .000
`•"• Q 11?.0 47.791 47.801 0.010 1.465 303.38 45 -43
FLOW VELOCITY, FPS = 0.50 1.14 0 56
••' F1AW DISTRIBUTION(B) = 14.11 36.02 49.86
REACH.._ n-VALUE = Mln 0.0379 0.0500 0.0391
COWAN H 1.0000 1.0000 1.0000
TABL£ HA- 24. CROSS SfCTION ID, 25.000
•'?• Q 117.0 47.794 47.818 0.025 1.612 255.30 45 .85
•" FLOW vELOCITY, FPS = 0.72 1.66 0.73
•?' FLOW DISTRZBUPION(6) = 16.29 47.64 36.08
REACH... n-VALUE = M•n 0.0380 0.0500 0.0379
COMAN M 1.0000 1.0000 1.0000
TABLE HA- 25. CROSS SECTION ID. 26.000
.'••' Q 117.0 47.838 47 .850 0.012 1.560 301.21 45.55
•?+ FT.OW vEIqCITY, FPS = 0.51 1.21 0,54
••+ FLOW DISTAIHUTION(L) = 20.64 41.46 37.90
REACH... n-VALUE = M•n 0.0384 0.0500 0.0390
COWAN M 1.0000 1.0000 1.0000
O
TAHLE SA-1. EBX - FI,OOGIE SITE - REACH 1 ACCIMUI.ATED ACRE-E'EET ENTERING AND LEAVING SEQ9ENT M 1
(Multiply by 1233.G8 to get Cubic Meters)
............ .?.??.?•...f.i.?...?.a...a.??...? ..............
TIME ENTRY + SAND ?
DAYS POINT ? INF'I.OW OUTFI.06' TRAP EFF-
11 00 26.000• 0.00 •
TOTA1= 1.000- 0.00 0.01 -6 86?
.?..??....a.?.?a?.....??.a.a.?a.?..?....a?..?.??a?..??...?.
TABLE SB-1. TOTAI, -. IAAD BY SIZE CLASS IN TONS/DAY
FZNEST TO COARSEST PARTICLE SIZES
• SEDLMENT INF'I.OW CP= 2
SAND AND/OR GRAVEL= 1. 0.2 0.2 0-2 0.2 0.1
0.0 0.0 0.0
SEDIMENT OUTFLOW:CP= 1
SAND AND/OR GRAVEL= 2. 1.1 0,2 0.2 O.G 0.0
0.0 0.0 0.0
TABLE SB-2? SEQMENT 1 STATUS OF THE BED PROFILE AT TLME = 11 .00000 DAYS
""____"__'____'___""'_____'_____"_' """
SECTION AvG BED WS ELEV THAL57EG Q SEDIMENT LOAD IN TONS/DAY
ID NO CHANGE FEET FEET CFS SAND
26.000 0.00 47.94 44 .74 117, 3
25.000 -0.20 G7.79 65.03 11'7. 7.
24 .000 -0.12 47.79 66.36 117. 6.
23.000 -0.19 47.76 44 .83 117 - 8.
, 22.000 -0 .14 47.75 44 .32 117. 9.
21.000 -0.09 47,74 44 .00 117. 6.
19.000 -0.13 47_71 40.86 117. 8_
18.000 -0.10 4 7.68 44 .21 117. 5.
17.000 0-16 47.67 44 .76 117. 3.
16.000 -0.19 C7.66 44 .72 117. 6.
15.000 -0.12 4 7.64 44 .<7 117. 6.
14 000 -0.06 C7.60 43.91 117. 7.
13.000 -0.38 C7.50 06.45 117. 20.
12.000 -o.i2 4 7.4 e 44 48 ii? is.
11.000 0 .04 47 4 7 40 09 117. 11.
10.000 -0.11 47.45 44 .56 117. 7.
9.000 -0 .14 07.G1 44_32 117. 9.
8.000 -0.06 E7.36 43.91 117. 9.
7.000 -0.10 47.36 dG 31 117. 8.
6.000 -0.12 4 7.34 64 .49 117. 9.
5.000 0.18 47.32 44 .31 117. 3.
4 .000 0_09 d7.31 44 .36 117. 2.
3.000 0 .04 d7.30 43.78 117. 1.
2.000 -0.13 47.29 E4 _20 117. 1.
1.000 -0.20 47 27 44 .14 117 . 2.
BOUNDAAY CONDITION DATA, SEQMENT NO. 1 CP NO. 1
NATER DISCHAAGE= 225.00
ELEVATION= 47.610
TEXPEA?.TURE= 50.000
FLON DURATION(DAYS) 1.0000
•??? DISCkV.3iGE WATER ENERGY VEIACITY AI,PHA TOP AVG BED
• C£S SURFACE LINE HEAD WIDTH ELEV
TABLE HA- 1. CRO55 5£CTION TD. 1.000
'. '• Q 225.0 47.610 G7.627 0.017 1.333 379.30 00.95
REACH 1 HEC-61' OUTPUT
C:\HEC62\Projects\Flooqie\R2 ADJ PROFILE.T6 - 6
FLOW VELOCITY, FPS = 0.88 1.49 0.70
'+• FLOW DSSTRIBUTION(k) = 36.20 30.69 33.11
REACH... n-vALUE = M-n 0.0367 0.0500 0.0334
COWAN M 1.0000 1.0000 1.0000
TABI,6 HA- 2. CRO55 SECTION ID. 2.000
Q 225.0 47.632
• 4?.639 0.006 1
129 417.25 44.96
• • F"LOW VELOCITY, FPS = 0.55 0.92 .
0 56
.a?
F7.AW DISTAIBUTION(8) 24 .97 18.50 56 53
REACH... n-VAI,UE = M•n 0.0382 0.0500 0.0385
COWAN M 1.0000 1.0000 1.0000
TABLE HP.- 3. CROSS SECTION ID. 3.000
••?• Q 225.0 67.642 41.649 0.007 1.211 419.71 44 .67
"• FIAW VELOCITY, FPS = 0.53 0.96 0.55
FLOW DISTRIBOTION(9) = 22.89 23.50 53.61
REACH... n-VAI,UE = M-n 0.0380 0.0500 0 0389
COWAN M 1.0000 1.0000 1.0000
TABLE HA- G. CRO55 SECTION ID. 4.000
"?• Q 225.0 47.650 47.658 0.008 1.107 373.82 45.13
••? FLOi7 VEIACITY, FPS = 0.63 0.98 0.62
'•? F'LOM DISTAIBUTSON(4) = 25.97 19.33 54.71
REACH... n-VALUE = Mln 0.0376 0.0500 0.0302
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 5. CROSS SECTION ID 5.000
"•' Q 225.0 47.667 4?.673 0.00? 1.135 448.08 45.23
FLOW VEIACITY, FPS = 0.56 0.95 0.58
`•? FIAW DTSTRIBUTION(8) = 20.08 10.64 61.28
REACH... rVALUE = M•n 0.0381 0.0500 0.0389
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 6. CROSS SECTION ID. 6.000
"•• Q 225.0 47.676 47.686 0.011 1.184 G02 55 45.31
FLOW VELOCITY, FPS = 0.70 1.20 0.69
F'LOW DISTRIBUTION(8) = 23.62 22.68 53.69
REACH... n-VAS,UE = Mln 0.0380 0.0500 0.0374
COWAN M 1.0000 1.0000 1.0000 -
TABLE HA- 7, CRO55 SECTION ID. 7.000 ,
'?•? q 225.0 47.695 47_706 0.012 1.166 330.20'05.15
FIAW VELpCITY, FPS = 0.72 1.21 0.73
?+• FIpW DISTRIBUTION(9) = 22.37 23.90 53.65
REACH... n-vAS,UE = M•n 0.0364 0.0500 0.0387
CONAN M 1.0000 1.0000 1-0000
0
-+ DISCHARGE NATEA ENERGY VEIACITY AI,PHA TOP AVG BED
CFS SUAFACE LINE HEAD WIDSH EL£V
TABLE HA- B. CROSS SECTION ID. 8.000
' Q 225.0 47 ?03
` 47.726 0.023 1.469 322.79 44 .83
• ..
? FLOW VEIqCITY, FPS = 0 86 1.69 0.77
+•? fZOW DISTRIBUTZON(4) = 25.98 37.76 36.25
REACH... n-VALUE = hfln 0.0383 0.0500 0.0374
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 9. CHO55 SECTION ID. 9.000
•?•? Q 225.0 47.743 47.755 0.012 1.192 352.93 45.21
•' ? F7AN VEIACITY, FPS = 0.73 1.26 0. 73
FLOW DISTRIBUTION(B) = 23.53 26.14 52.31
REACH... n-vALUE = M-n 0.0373 0.0500 0-0383
COIiAN M 1.0000 1.0000 1.0000
TABLE HA- 10. CROSS SECTION ID. 10.000
. •'+• Q 225.0 E7.780 47 .792 0.013 1.195 337.39 45 -22
••• FLOW VELOCITY, FPS = 0.75 1.26 0.73
? FI,OW DZSTRIHUTION(4) = 21.72 25.11 53.17
REACH... n-VALUE = M*n 0.0378 0.0500 0.0306
COWAN M 1.0000 1.0000 1.0000
2ABLE HA- 11 CRO55 SECTION ZD. 11.000
••?• Q 225.0 47.798 47.813 0.015 1.228 328.55 45.30
'•• FLOF' VELOCITY, FPS = 0.70 1-34 0.79
?•? F7AW DTSTRIBUTION(9) = 17.82 30.12 52.05
REACH... n-VALUE = M'n 0.0378 0.0500 0.0373 .
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 12. CROSS SECTION ID. 12.000
'•'• Q 225,0 47-814 GZ 830 0.016 1.248 341-86 45 _31
FLOW VEIACITY, FPS = 0.84 1.42 0.76
•+• FIqN DISTRIHUTION(8) = 25.47 27.89 46.64
REa.CH. .. n-VAL1JE = M-n 0.0379 0.0500 0.0369
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 13. CRO55 SECTION ID. 13.000
?••• Q 225.0 47.834 47.880 0.046 1.435 264 -40 45.22
'•• F'Iqw VELpCITY, FPS = 1.12 2.25 1.10
. •?+ EZ.OW DI52RIBUTION(6) = 24.04 45,48 30.48
REACH..- n-vAI,UE = M•n 0.0337 0-0500 0.0317
COWAN M 1.0000 1-0000 1.0000
TABLE HA- 14. CRO55 SECTION ID. 14 .000
`?•' 4 225.0 47.896 47.922 0.026 1.368 292.45 45.35
'•' FSAw V6I,pCITY, FPS = 0.86 1.71 0.90
•?+ FI.OW DISTAIBUTION(i) = 18.35 E2.21 39.E4
REACH... n-vALUE = M•n 0.0378 0_0500 0 0351
• COF7AN H 1- 0000 1.0000 1. 0000
TABLE HA- 15. CROSS SECTION ID. 15.000
AEACH 1 HEC-6T OUTPUT
C*\HEC6T\Projects\Floogie\R2 ADJ PROFILE.T6 - 7
REACH ] HEC-6T OUTPUT
"•• Q 225.0 47.934 17.952 0.019 1.323 333 .31 45 .33
'*• FLON VELOCITY, FPS = 0.87 1.54 0.78
•'• FLOW DISTRIBUTLON(9) = 23.20 31.67 45 13
REACH . n-VALITS = M•n 0.0376 0.0500 0.03?5
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 16. CROSS SECTION ID. 36 000
. "?• Q 225.0 41.959 4?.974 0.015 1 207 296 24 45 .35
? FLOW VELOCITY, FPS = 080
. 1.3? O.BO
•+? FLOW DISTRIBUTION(*) _ ?3.
66 28.97 47 37
REACH. . n-VALUE = M*n 0.0378 0.0500 0.0300
COWAN M 1.0000 1.0000 i.0000
U
?• " DISCHARGE WATER ENERGY vELOCITY ALPHA TOP AvG BED
CFS SIJRFACE LINE HEAD HIDTH EI.Ev
TABLE HA- 17 CROSS SECTION ID. 17.000
':•• Q 225.0 47.979 47.989 0 .010 1.144 350 .56 GS 49
F1.OW VELOCITY, FPS = 0.64 1 12 0.70
'++ FLOW DISTRIBUTION(b) = 1B.99 22.36 5 8 .65
REACH... n-VALUE = M'n 0.0382 0.0500 0.0387
COUAN M 1.0000 1.0000 1.0000
TABLE HA- 18. CROSS SECTION ID. 18.000
9 225.0 4 7.988 48 .004 0.015 1.234 324 _08 45 .33
••+ FiqW VEIqCITY, FPS = 0.79 1.39 0.78
'•? F'IAW DISTRIBUTION(e) = 21.88 29.70 50.41
REACH... n-vALUH = M?n 0.0379 0.0500 0.0384
COWAN M 1.0000 1.0000 1.0000
TAHLE HA- 19. CROSS SECTION ID. 19.000
•'•' Q 225.0 C8.016 48.029 0.013 1.182 348 .95 45 .62
•`• F-LOM' vEIACITY, FPS = 0.80 1.29 0.74
F'I.OW DISTAIBUTION(8) = 27.53 20.09 48.38
REACH... n-VALUE = M•n 0.0384 0.0500 0.0375
COWAN M 7.0000 1.0000 1.0000
TABI,e HA- 20, CRO55 SECTION ID. 21.000
•?"' Q 225.0 48.046 48.062 0.016 1.381 367 .14 45 .30
FI.OM7 VEIACITY, FPS = 0.71 1. 42 0. 72
FLAw DISTRIBUTION(B) = 18.35 35.20 . 46.45
REACH... n-vALUE = N.n 0.0360 0,0500 0.0366
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 21. CROSS SECTION ID. 22.000
•`•• Q 225.0 48 .061 48 .077 0.016 1.353 353. 68 45. 23
••• F'LOW VELOCITY, FPS = 0.76 1.41 0.71
'•? E1qW DISTRIBUTION(Q) = 23.90 32.79 43.31
REACH... n-VAI,UE = M•n 0.036d 0.0500 0.0371
COWAN H 1.0000 1.0000 1,0000
:ABLE HA- 22. CRO55 SECTION ID. 23.000
• ' 4 225.0 48.069 48.095 0.025 1.297 309. 09 45. 61
• F'IAW vEIACITY, FPS = 0-92 1.72 0.94
`•• FLOW DISTRIBUTZON(9) = 26.22 35.65 38.13
REACH... n-vALUE = M•n 0.0368 0.0500 0.0326
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 23. CFOSS SECTION ID. 20.000
• Q 225.0 48 .099 48 .112 0.013 1.190 334 . 40 45. 43
•" F1.OW VELOCITY, FPS = 0.70 1.28 0.76
'•• F1.OW DSSTRIBOTION(9) = 18.31 23,78 57.92
REACH... n-VALUE = M•n 0 0377 0_0500 0.0389
COwAN h7 1.0000 1.0000 1.0000
TABLE HA- 24. CROSS SECTZON ID. 25.000
•"' Q 225 0 48 .104 48 .126 0.022 1.268 304. 06 45. 75
•'? FL06' VELOCITY, FPS = 0.91 1.66 0.92
F'ipw DISTRIBUTION(9) = 21.94 30.12 47.94
REACH.., n-VALUE = M•n 0.0380 0.0500 0.0378
COWAN M 1.0000 1.0000 1.0000
TABI.E HA- 25. CROSS SECTION ID. 26.000
"•? Q 225.0 48 .140 G8.156 0.016 1.271 330. 64 45. 52
••' F'LOW VELOCITY, FPS = 0.80 1.42 0.76
••' F'I.OIa DISTRIBUTION(!) = 25.08 28.90 G6.02
REACH .. n-VALUE = M•n 0.0381 0.0500 0.0388 '
COMAN M 1.0000 1.0000 1.0000
?
TABLE SA-1. E8X - FT,pOGIE SITE - REACH 1
ACCUMIJI.ATED ACRE-FEET ENTEAING AND LEAVING SEQ?ENT N 1
(MUltiply by 1233
........... * .•....•.a.?...a... .d8 to get
..?a...?.. Cubic Metere)
..?••?......??•.•..
TIIIE ENTRY ' SqND ?
DAYS POINT • INF'LOW pUTEI.OW TRAP EFF-
12.00 26.000• 0.00 •
TOTAT?? 1.000?
...... 0.00
..... 0.01
... -4.65?
..

TABLE SB-1. TOTAL
? IAAD .
.......
BY SIZE CLA55 IN TONS/DAY
FINEST TO COARSEST PARTIC I.E SIZ ES
SEDIIMENT ZNFTqM: CP= 2
SA2iD AND/OA GRAVEI
2
r
. 0. 5 0. 3 0 -4 0.5 0.1
0. 0 0. 0 0 .0
• SCDIMET7T OUTFLOw:CF- 1
SAND AND/OR GRAVELr C. 2. 5 0 4 0 .4 0.6 0.0
C?\HEC6T\Pzo)ecta\Floogie\R2 ADJ PPOFII.E.T6 - 8
TABLE SB-2: SEQ4ENT
SECTION AVG BED
• ID NO CHANG6
26.000 -0 06
25 000 -0.27
21.000 -0.11
23.000 -0.29
22.000 -0.18
21.000 -0.12
19 000 -0.13
18.000 -0.13
17.000 0.16
16.000 -0.22
15.000 -0.12
14 .000 -0.12
13.000 -0.59
12.000 -0.11
11-000 0.05
10 000 -0.11
9.000 -O.1G
0.000 -0.11
7.000 -0.09
e 000 -o.ia
5.000 0.19
G.000 0.09
3.000 0.00
2.000 -0.13
1.000 -0.32

E
0 0 0 0 0.0
1 STATUS OF THE BED PROFILE AT TIME = 12.00000 DAYS
S ELEV THALWEG Q SEDIMEN'f IAAD IN TONS/DAY
FEET £EET CFS SAND
48.10 44.65 225. 5.
48 .10 1C.96 225.
.
8
48.10 44 37 225. 5.
G8.07 44 .73 225. 9.
08.06 46.28 225. 11.
48 .05 43.97 225. 12.
68.02 46.87 225. B
4'1.99 44.18 225. 10.
47.98 46.46 225. 9.
47.96 44 .69 225. 10.
47.93 44 .47 225. 9.
47.90 43.64 225. 12.
47.83 44.24 225. 22.
47.81 44.49 225. i8.
47_80 44.10 225. 15.
47."78 64.57 225. 10.
47.'74 44 .33 225. 9.
47.70 43 BS 225. 13.
47-69 44 .32 225. 9.
47.68 46.47 225. 10.
07.67 44.32 225. 5.
47.65 44.36 225. 3.
47.64 43.78 225. 3.
47.63 44 .20 225- 2.
47.61 44 .02 225. W
4.
AEACH 1 HEC-6T OUTPUT
C:\HEC6T\Projects\Floogie\R2 ADJ PROFILE_T6 - 9
REACH 2 HEC-6T OUTPUT
?
10/09/2006 950:12.641 AM
.....??.?.?.a?...a..... .••a....•....a....?...?.......?..r..••
' SEDIMENTATION IN STREMf NETWOAI(5 (HEC-6T) ?
? BY •
? William A. Thomae +
• • VERSION 5.13.22.06 (052006x0900-Patch6) May 20, 2006 i .
• A HODZFICATION OF .
' `1ERSION 4.00.00 January 01, 1994
+
' COPYAIGHT (c) 2002, MIDH SOFTWARE, INC. .
' P.O.BOX 264 TELEPHONE [phone] •
• CLINTON, MISSZSSIPPI 39060 FAX [phone] +
• e-mail mbh2o(+aol.com a
...?...•.•?..?..•??a?•.?.?a.••..•?a???••???..?•.•?.?a?...?.??
????*..*.a.****.***.*.**********,a,r,***...*.?*.******.**....
• Dieclaimer.
' TTie computer program was vritten for use by engineera +
' and ecientiet vho ate competent in the field of Sedimen- •
` tation Engineering. St pzovides a framework for perform- *
• ing Sedimentation Computationa.
' Thie Program and Documenta[ion are provided "AS IS," vith-+
' out warranty o£ any kind, either e?cpreee or implied. All •
•?+aczan[iee of any typ¢ ceapecting thie piogram and/or the ?
' documentation are hezeby dieclaimed by the author. +
? William A. Thomae ?
a..?.a.aa?.?a?.a.??.a....?a??i.•.i?????.??.?a•a??.....?.t•.?a
THIS PAOGRAM IS DIIgNSIONED FOR:
MP.XIMOM MiMBER OF CROSS SECTZONS = 1200
MAXIMUM NUMBER OF CONTROL POZNTS = 51
MAXIMUh1 NUMBER OF SE(?fENTS = 50
MA7CZM[1N NUMBEA OF SEf2'ENTS JOINZNG A CO NTROL POINT= 3
MAXIMUMI MiMBER OF IACAI, INFIqN POINT S P EA SE[3gNT = 50
MP.XIMUM NUlIDEA OF CROSS SECTION (STA ,EL EV) ppINTS = 600
MAJCINUM NlR-IDER OF DREDGZNG SITES = 500
NF.)CIMUM NUhMER OF GRAIN SIZES = 20
TABLE SED-G. CROSS SECTION LOCATIONS
SEC NO. REACH INITIAL BED ELEV ATIONS ACCUMUI,APED CNANNEL DZSTP.NCE
I,ENGTH LEFT SIDE THALWEG RIGHT SIDE FROM DOh?7STREAM
. . . FEE2 MILES
• 31.SG
1.000 48 .49 62. 24 47 .87 0.0 0.000
31 . SG
2.000 47.06 42. 37 07 .96 31.5 0.006
31.50
3.000 49.11 41. 72 48. 30 63.0 0.012
29.33
4 .000 49.17 41. 55 68. 18 90.4 0.017
28 19
5.000 47.83 42. 42 48. 18 118 .6 0.022
43.13
6.000 47.34 41. 44 49. 17 161.7 0.031
20.57
7.000 47.24 61. 94 48. 21 182.3 0.035
28.16
8.000 47.24 41. 58 49, 17 210.G 0.040
24.65
9.000 47.43 41. 79 68. 24 235.1 0.045
53 40
10.000 47.21 42. 56 48. 02 288.5 0.055
26.72
11.000 47.62 41. 80 48. 95 315.2 0.060
33.37
12.000 48 .24 42. 28 49. 23 348_6 0.066
56.11
13.000 47.59 41. 80 48. 80 404.7 0.077
24 .74
14 .000 47 .77 42. 83 49. 39 629.4 0 .081
16.59
15.000 47.96 42- 67 49. 20 446.0 0.084
29.66
16.000 48.02 42. 05 49. 39 475.7 0.090
16.94
17.000 47.82 43. 04 49. 84 490.0 0.093.
BOUNDARY CONDITION DATA, S£(SgNT NO. 1 CP N O. 1
HATER DISCHARGE= 31.00
ELEVATION= 44.670
TEtIPERATURE= 50.000
FLON DURATION(DAYS) 10.0000
?"• DISCHARGE WATER ENERGY VEIACIT Y AI,PyA TOP AvG BED
CFS SURFACE LINE HEAD WIDTH ELEv
? TABLE HA- 1. CROSS SECTION ID. 1.00 0
'""' Q 31.0 4 4.670 44.690 0.020 1.000 17.88 43.13
C:\HEC6T\Projecte\Floogie\A2 ADJ PROFILE.T6 - 1
?
.
C?
?•+ FLpW vEIqCZTY, FPS = 0.00
+?• F'CpW DISTRIBUTION(B) = 0 00
AEACH... n-VqI,iJE = H•n 0.0345
COwAN M 1.0000
TABLE HA- 2. CRO55 SECTION ID.
•+?? Q 31.0 44.700 44 .711
FLOw VELqCITY, FPS = 0.19
•+? FLOW DZSTRIBUTION(B) = 6.05
REACH... n-vALUE = N•n 0.0366
COWAN M 1.0000
TABLE HA- 3- CRO55 5£CTION ID.
•.?• Q 31.0 40.713 44.723
FLOW VELOCITY, FPS = 0.02
FLOW DISTRIBUTION(B) = 0.00
REACH... n-vAI,UE = M'n 0.0370
COWAN M 1.0000
TABLE HA- G. CROSS SECTION ID.
?••? Q 31.0 4 4.723 44.730
'•? FLOW VEIACITY, FPS = 0.04
`+. FUJW DISTRSBUTION(%) = 0.01
REACH n-VALUE = M•n 0.0369
COWAN M 1.0000
TABLE HA- 5. CRO55 SECTION ID.
•+?• Q 31.0 44 .728 4 4 .741
FiqW VELOQTY, FPS = 0.06
FLOW DISTAIBUTION(Q) = 0.09
REACH... n-VAI,UE = H-n 0.0380
COWAN M 1.0000
TABLE HA- 6. CRO55 SECTION ID.
Q 31.0 44.751 44.765
•'+ F1AW vELOCITY, FPS = 0.00
FLOW DISTRIBUTION(B) = 0.00
AEACH... n-vALUE = M•n 0.0391
COwAN M 1.0000
TABLE HA- 7. CROSS SECTION ID.
•••• Q 31.0 44 .761 44 .774
?•? FI,OW vELOCITY, FPS = 0.00
FLOW DIS2RIBUPION(R) = 0.00
REACN... n-VALUE = M•n 0.0384
COWAN M 1.0000
?
..•. DISCHAAGE WATEA ENERGY
CFS SIJRFACE LINE
TABLE HA- 8. CRO55 SECTTON ID.
•?•• p 31.0 44 .773 44.796
FI.OW VEIACITY, FPS = 0.00
++• Fipw DISTRIBUTION(%) = 0.00
REACH... n-VALUE = M+n 0.0392
CONAN M 1.0000
PABLE HA- 9. CAOSS SECTION ID,
•?•? Q 31.0 64.903 44.814
FIqW VELOCITY, FPS = 0.16
FLOW DISTRIBUTION(6) = 3.50
REACH... n-VALUE = M-n 0.0355
COWAN M 1.0000
TABLE HA- 10. CROSS SECTION ID.
a•+• Q 31.0 4E.829 44 -844
F'I..OW VEIACZTY, FPS = 0.15
••? FTA7w DISTAZBUTION(8) = 0.71
REACH... n-VAyUE = M•n 0.0372
COWAN M 1.0000
TABLE HA- 11. CROSS SECTION ID.
•?+• Q 310 aa ea7 44,856
••• F'I.OW vEIACITY, FPS = 0. 10
•`? FLOW DISTAZBUTION(i) = 1.62
REACH... n-VALUE = N*n 0.0385
COWAN M 1.0000
TABLE HA- 12. CROSS SECTION ID.
••*• Q 31.0 44,954 44.879
F'I.OW VEIACITY, FPS = 0.00
'•' FLOW DISTRIBUTION(8) = 0-00
REACH... n-vALUE = M-n 0.0376
COwAN M 1.0000
TABLE HA- 13. CRO55 SECTION ID.
`•'• Q 31.0 44.909 06_924
+?+ FI.0W vEIACITY, FPS = 0.00
•+? FLOW DISTRIBUTION(b) = 0.00
REACH... n-VALUE = M-n 0.0380
COKAN M 1.0000
TABLE HA- 14 - CROSS SECTION ID.
•••• Q 31.0 44.923 41.948
•" F'I.ON VELOCITY, FPS = 0.00
?F7AW DISTAZBUTZON(4) = 0.00
AEACH.._ n-VALUE = M•n 0_0385
COWAN M 1.0000
1.13
100 00
0.0500
1.0000
2.000
0.011
0.98
93.31
0.0500
1.0000
3 000
0.010
0,81
100.00
0.0500
1.0000
C_ODO
0.007
0.68
9'7 .57
0.0500
i.oooo
5.000
0.013
0.96
93.99
0 0500
1.0000
6.000
O Old
0,94
100.00
0.0500
i.oooo
7.000
0 012
0.90
100.00
0.0500
1.0000
vELOCITY
HEAD
8.000
0.023
1.22
100.00
0 0500
1-0000
9 000
0.012
O.BB
96,47
0.0500
1.0000
10.000
0.016
1.01
99.25
0 0500
1.0000
11.000
0.009
0.76
98.32
0.0500
1.0000
12.000
0.025
1.26
100 .00
0.0500
1.0000
13.000
0.015
0.98
100-00
0 0500
1.0000
14 000
0.025
1.26
100.00
0.0500
1.0000
0.00
0 00
0 0364
1.0000
1.089 156.77 43.05
o.ii
0.63
0.0377
1.0000
1.001 19.84 42.48
o.oo
0.00
0.0363
1.0000
1.240 101.70 42.55
0.11
2.43
0.0382
2, 0000
1.386 113.04 43.10
0.22
5.91
0.0367
1.0000
1.000 17.18 42.83
0.00
0.00
0.0342
1.0000
1.000 18.37 42.V
0.00
0.00
0 0349
1.0000
AI,pHA TOp AVG BED
WIDTH ELEV
1.000 17.84 43.35
0.00
0.00
0.0342
1.0000
1.291 109.80 42-99
0.06
0.03
0.0352
1 0000
1.084 09.81 43.23
0.10
0.03
0.0369
1.0000
1.222 109.93 42.78
0.07
0.06
0.0366
1 0000
1.000 16.82 43.40
0.00
0. 00
0.0342
1.0000
1.000 17.65 43.12
0.00
0.00
0 0347
1.0000
1.000 18.32 43.58
0.00
0.00
o 0342
1.0000
REACH 2 NEC-6T OUTPUT
C:\HEC6T\Project9\Floogie\R2 ADJ PAOFILE.T6 - 2
TABLE HA- 15. CROSS SECTION ID. 15,000
•'•` Q 31.0 CG 944 44 .969 0.026 1 000 17.53 C3.56
•?? F'L,OM VELOCITY, FPS = 0.00 1.28 0.00
••• FT,OW DISTRIBUTION(&) = 0.00 300.00 0.00
REACH... n-vFyUE = y•n 0.0377 0.0500 0.0339
C0WAN M ].0000 1-0000 1.0000
• :ABLE HA- 16. CROSS SECTION ID. 16.000
? Q 31.0 4 4 .980 GG 997 0-016 1.000 17.69 43.28
"• FT.Ow VELOCZT7, FPS = 0.00 1.03 0 OG
•" F7AW DISTRIBUTION (9) = 0.00 100. 00 0.00
AEACH. .. n-v1.I,UE = M?n 0.0384 0.0500 0.0339
COWAN M 1.0000 1.0000 1.0000
0
?•'? DISCFiAFiGE WATER ENERGY VELOCITY ALPHA TOP AVG BED
CFS SlfAFACE LINE HEAD WIDTH ELEV
TA.BLE HA- 17. CAOSS SECTION ID. 17.000
'??tQ 31.0 GG.9B7 45.013 0.027 1.000 17.82 43.66
••• E'LOW VEIACITY, FPS = 0.00 1.31 0.00
`•' FLOW DISTRIBUTZON(t) = 0.00 100.00 0.00
REACH. . n-VALUE = M•n 0.0390 0 0500 0.0313
COF'AN M 1.0000 1.0000 1.0000
?
TAHLE SA-1. EHX - FT,OOGIE SITE - REACH 2
ACCUMULATED ACRE-F'EET ENTEFiING AND LEAVIN G SEQ'ff.NT M 1
(Hul[iply by 1233.CB to ge
?........a•?•.•..a.,.•??......??..a.. t Cubic Me
•?a.• u ... tere)
?••....?•.
TTME ENTRY + SAND •
DAYS POINT + INFLOW OUTF7AW 'fFiAP EFF-
10.00 17.000• 0.00 +
TOTAL= 1.000•
?.aa??.?.?•?•.a.a....?...?.??a 0.00
?.?•a.... 0.00
.•.??....? -1.92•
.???.a?.??
TA6LE SB-1. TOTAI.. LOAD BY SZZE CLASS IN TONS/DAY
FINES T TO CO!.RSEST PARTIC LE SIZES
SEDIMENT ZNFLOw_ CP= 2
SAND AtID/OR GRAVEL= 0. 0 .1 0 .0 0 .0 0.0 0.0
0 .0 0 .0
SED114EN2 OUTF'iqw: CP- 1
SAND AND/OR GRAVEIr 1 . 0 .5 0 .0 0 .0 0.0 0.0
0 0 0 .0
? TABLE SB-2. SEQ?TNT 1 STATUS
_"__ OF THE B
'_"___'- ED PROFILE
--
-
-
- AT TIME 10-00000 DAYS

SECTION AVG BED WS ELEV THALWEG -
-
-
--
Q __......
---
SEDSMENT LOAD IN TONS/DAY
ID NO CHANGE FEET FEET CFS SAND
17.000 0.02 44 .99 03.06 31. 0.
16.000 -0 11 6G.98 41.92 31. 0.
15.000 -0 12 44 .94 42.54 31. 1
10.000 -0.11 44 .92 42.70 31. 1.
13.000 -0.12 44 .91 41.67 31. 1.
12.000 -0.11 44 .85 62_15 31. 2.
1].000 -0.13 44 .85 41.67 31. 2.
10.000 -0.13 44.83 42 .43 31. 2.
9.000 -0.09 44 .B0 41.70 31. 3.
8.000 -0.11 40.77 <2.46 31 3.
7 000 -0.03 44 .76 41.91 31. 3.
6.000 0.09 44 .75 41.53 31. 2.
5.000 0 04 44 .73 42.46 31. 7.
4 .000 0.03 04.72 41.58 31. 1.
3.000 0.03 44 .71 41.75 31. 1.
2.000 0.02 44 .70 62.39 31 0.
1.000 -0.12 44 .67 42.11 31 1.
BOUNDARY CONDITION DATA, SEC7g N2 NO. 1 CP NO. 1
wATER DISCHAAGC= 122.00
ELEVATION= 05.200
TF.MPEMTURE= 50.000
FLOW DlTRATION(DAYS) 1.0000
•?•? DISCHARGE WATER ENEAGY VEIqCITY ALPHA TOP AvG BED
CFS SlIRFACE I,INE HEAD WIDTH ELEV
TABLE HA- 1. CROSS SECTION ID. 1.000
•••• Q 122.0 45.200 45.215 0.015 1.506 276.95 43.02
+•• FZON VEI,OCITY, FPS = 0.55 1.32 0.63
••• fTpN DISTRIBUTION(8) = 8-03 42-52 49.46
REACH... n-VALUE = M•n 0.0369 0.0500 0.0382
COMAN M 1 0000 1.0000 1.0000
TABLE HA- 2. CROSS SECTION ID. 2.000
••?• Q 122.0 45.226 45.231 0.005 1.614 461.39 43.02
'•• E1.0W vELOCITY, FPS = 0 45 0.06 0.38
••• FI.Oia DISTRIBUTION(4) = 39.65 30.84 29.51
AEACH... n-vALUE = M•n 0.0366 0.0500 0.0377
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 3. CROSS SECTION ID. 3.000
. ••?• Q 122.0 d5.223 45.257 0.034 1.925 244 .1e 42 53
• FLON VELOCITY, FPS = 0.65 1.77 0.57
??• FI.qM DISTRIBUTION(8) _ ]0.07 67.19 22.73
REACH 2 HEC-6T OUTFUT
G \HEC6T\Projects\Floogie\A2 ADJ PROFILE.T6 - 3
REACH 2 HEC-6T OUTPUT
REACH.. n-VAI,UE = M*n 0.0370 0 0500 0.0370
COWAN M 1.0000 1.0000 1.0000
TABLE HA- G. CROSS SECTION ID. 4 .000
•- Q 122.0 45.263 45.279 0.017 1.761 276.83 42.56
••' FLOW VEIACITY, FPS = 0 .41 1.29 0.53
• ?••ACHF'I.OW DISTRIBUTION(4) =
RE.. n-VALUE = M•n 6.74
0.0369 58.03
0 .0500 35.24
0.0382
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 5. CROSS SECTION ID. 5.000
"•? Q 122.0 E5.284 45.296 0.011 1-461 323.98 03.14
•'? FLOW VELOCITY, FPS = 0 .53 1.17 0 58
'•• FI.OW DISTRZBUTION(B) = 19 47 38.52 42.01
REACH... n-VAI,UE = Mln 0.0380 0.0500 0.0367
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 6. CRO55 SECTION ID. 6.000
••?• Q 122.0 45.297 45.363 0.066 2-210 285.11 42.99
F'IpW VELACITY, FPS = 0.59 2.32 0.51
•`? FLOW DISTRIBUTION(9) = 19.25 77.53 3.21
REACH..- n-VALUE = M•n 0-0389 0.0500 0.0369
COUAN M 1.0000 1.0000 1.0000
TABLE HA- 7. CROSS SECTION ID. 7.000
???• Q 122.0 45.368 45.393 0 025 1.963 309.99 62.89
•+? F'IAW VEIACITY, FPS = 0.56 1.58 0.53
FI.OW DZSTRIBUTION(4) = 30.44 60.00 9.56
REACH,.. n-vA:,UE = M*n 0.0370 0.0500 0.0366
COWAN M 1.0000 1.0000 1.0000
0
`•'? DISCHAAGE WATER ENfRGY `1EIACITY ALPHA TOP AVG BED
CFS SURFACE LINE HEAD WIDTH ELEV
TABLE NA- 8. CROSS SECTZON ID. 8.000
.:?+ Q 122.0 45.394 45 .4 33 0.039 2.055 294.60 43 28
•?? fZ,OW VEIACITY, FPS = 0.66 1.95 0.60
FIAW DISTRIBUTION(b) = 32.57 61.76 5.67
REACN... n-VAI,UE = M•n 0.0388 0.0500 0.0364
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 9. CROSS SECTION ID. 9.000
??•• Q 122.0 15.d51 45.459 0.008 1.369 311.46 02.86
??• F'IAW VEIqCI'LY , FPS = 0. 51 0,96 0. 43
`•? k'LAW DISTRIBUTION(4) = 50.67 38.01 11.33
REACH. ,. n-VAI,l76 = M+n 0,0357 0,0500 0,0352
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 10. CROSS SECTION ID. 10.000
Q 122.0 45.470 45.480 0.010 1.468 303.26 43.07
::? F'IQN VEIACZTY, FPS = 0.53 1.09 0 .49
• ? FI,OW DISTRIBUTION(8) - 48.88 40.71 10.01

fiEACH. n-VAI,OE = M-n
0.0372
0.0500
0.0369 .
COWAN M 1-0000 1.0000 1,0000
TABLE HA- 11. CRO55 SECTION ID. 11.000
?••• Q 122.0 45 .480 45.490 0.010 1.515 260.04 42.62
FLOW VEIACITY, FPS = 0.50 1.04 0.42
'•' £LOW DISTRIBUTION(B) = 60.79 46.70 8.51
REACH... n-VALUE = M•n 0.0385 0.0500 0.0366
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 12. CROSS SECTION ID . 12.000
•••? Q 122.0 45.489 45.507 0.018 1.591 279.87 43.31
"• FLAW vEIACSTY, FPS = 0.64 1.43 0.60
?+• FLOW DISTRZBUTION(t) = 45.39 44.62 9-99
REACH... n-VAI,UE = Min 0.0391 0.0500 0.0366
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 13. CROSS SECTION ID. 13.000
••?+ Q 122.0 45.531 45 _541 0.010 1.423 285.94 43.02
•'? fZOW VEIACITY, FPS = 0.56 1.07 0.31
•?? FIAw DISTRIBUTZON(8) = 56.97 39.60 3.43
REACH... n-VpLUE = M•n 0.0387 0.0500 0_0373
CONAN M 1.0000 1.0000 1.0000
TABLE HA- 14. CROSS SECTION ID . 14.000
•?•• Q 122.0 45.560 45 . %5 0.024 1.708 280.02 43.52
"• F'I.OW VELOCII'Y, FPS = 0.69 1.63 0.57
?•• E'IqN DISTRSBUTION(B) = 63.20 50.77 6.03
REACH... n-vAi,UE = Mln 0.0389 0.0500 0.0361
COti1AN M 1.0000 1.0000 1.0000
TABLE HA- 15. CROSS SECTION ZD. 15.000
•??• Q 122.0 45.564 65.583 0.019 1.523 286.13 43.50
••? PLOW VELOCITY, FPS = 0.71 1.44 0 .41
+?• FI,ON DISTAIBUTION(9) = 51.25 44.60 4.15
REACH... n-VAI,UE = M+n 0.0370 0.0500 0.0369
COF7AN M 1.0000 1.0000 1.0000
TABLE HA- 16. CROSS SECTION ID. 16.000
••?? Q 122.0 45.572 45.631 0.059 1.943 233.29 43.28
+'• FLOW VEIACITY, FPS = 0.60 2.20 0.73
plqN DSSTRIBUTION(B) = 15.15 76.67 8.18
REACN... n-VAI,UE = M-n 0.0374 0.0500 0.0362
COWAN M I.0000 1.0000 1.0000
• ?
..*. DISCFIARGE WATER ENERGY VEIACITY ALPHA TOP AvG BED
C:\HEC6T\Projecte\Floogie\R2 ADJ PROFILE.T6 - 4
CFS SUR£ACE LINE HEAD wIDTH ELEv
TABLE HA- 11 . CROSS SECTION ID. 17.000
"'• Q 122.0 45.605 45.661 0.056 2.004 269.21 43.72
'•• E7Aw VELOCITY, FPS = 0.75 2.29 0.82
'•• FL,OW DISTRIBUTION(k) = 28.18 65.00 6.82
REACH... n-VALUE = M•n 0.0302 0.0500 0.0349
• COWAN M 1.0000 1.0000 1.0000
?
•'SUBROUTINE ACTI.P.S - SEC NO. 17.000 TIME = 11.00 DAYS.
WARNING.. ACTIVE LAYEA THZClQfESS EXCEEDS DHPTH OF AVpTLABLE SED7MENT.
CAI,CULATED ACTIVE LAYER THICI(NE55= 0 .247
TOTAL DEPTN OF HSR = 0 .025
RESSDUAL I,AYER 2HICFINE55 = 0 .000
LOW6R TpE MODEL BOTTOM AT LEAST = 0 .223 FEET (SEE H-RECORDS.)
TABLE SA-l. EBX - F'I,OOGIE SITE - R£ACH 2
ACCUhRTLATED ACRE-F'EET ENTEAING AND LEAVING SEQ-fENT M 1
(Multiply by 1233.48 to get Cubic Metere)
a?.??a.at.?.aa?.i..??...a..????.??..w... ....??..a..a??...?.
TIME ENTRY - SAND •
DAYS POINT • INf'I,OW OUT£LOW TRAP EFF•
11,00 17 ooo, o 00 •
TOTAIr 1.000• 0.00
?a??.•?•???..?.??a.?...?.a.??..?..a....w 0.01
..a?.?a?a. -5.72•
...??.?•.
TABLE SB-1. TOTAl, IAAD 8Y SIZE CLASS IN TONS/DAY
FINEST 20 COARSEST PARTICi.E SIZES
SEDIME.NT INFLON. CF- 2
SAND AND/OR GRAVEIr I. O. G 0. 2 0.2 0.1 0.0
0. 0 0. 0
SEDIMENT OUTFIAW:CP= 1 .
SAND AND/OR GRAVEIr 15. 13. 0 1. 2 0.3 0.1 0.0
0 0 0_ 0
TABLE SB-2: SEQ-ENT 1 STATUS OF THE BED PROFILE
_ '__________" AT TIME = 11.00000 DAYS

SECTION AvG BED WS ELEV THAI,WEG
Q ' ________
SEDITI6NT LOAD IN _________
TONS/DAY
ID NO CHANGE FEET FEET CFS SAND
17.000 0.01 45.61 43.07 122. 1.
16.000 -0.33 45.57 01.70 122. 9.
15.000 -0.15 45.56 42.50 122. 10.
14.000 -0.12 45.50 42.70 122. 10.
13.000 -0.12 45.53 41.68 122.
.
7
12.000 -0 .14 65.49 42.12 122. 10. .
• 11.000 -0.15 45.48 41.65 122. 11.
10.000 -0.13 45.47 42.43 122 8_
9.000 -0.08 45.45 41.71 122. 4.
8.000 -0.36 65.39 42.21 122. 11.
7.000 -0.08 45.37 41.66 122. 13.
6.000 -0.28 45.30 41.17 122. 30.
5.000 0.06 45.28 42.48 122. 20.
0.000 0 .04 45.26 41.59 122. 17.
3.000 -0.07 45.22 41.65 122. 23.
2.000 0.03 45.23 42-40 122. 14.
1.000 -0.13 45.20 42.09 122. 15.
BOUNDARY CONDITION DATA, S6QMENT NO. 1 CP NO. 1
NATER DISCHARGE= 234.00
ELEVATION= 45.540
TEMPERATURE= 50.000
FLOW DURATION(DAYS) 1.0000
?"• DISCHARGE WATER Et7ERGY VEIACITY ALPHA TOP AVG 8ED
CFS SURFACE LZN£ HEAD WID2H ELEV
TABLE HA- 1. CROSS SECTION ID. 1.000
"'• Q 234.0 45.540 45.556 0.016 1.215 322.15 43.01
••+ F'I,ON VEIqCITY, FPS = 0.72 1.61 0.96
.•• FIqW DZSTAIBUTZON(4) = 11.82 27.38 60.80
R£ACH... n-VAI,UE = M•n 0.0369 0.0500 0.0380
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 2, CROSS SECTION ZD. 2.000
'••• Q 234 .0 45.565 45.572 0.007 1.159 091.86 43.07
•'. Fi,Ow vEIpCITY, FPS = 0-59 0.95 0.54
- fZOW DISTAZBUTION(4) = 42,97 20.11 36.92
REACH... n-vpLUE = M-n 0.0373 0.0500 0.0379
COwAN M 1.0000 1.0000 1.0000
TABLE HA- 3. CROSS SECTION ID. 3.000
•??' Q 234 -0 05.565 45.595 0.030 1.532 295.76 42.44
?•• F1AM VELpCITY, FPS = 0.89 1.87 0.86
•`" FI.dM DISTRIBUTION(8) = 15.73 43.07 41.20
REACH... rt-VALUE = M'n 0.0370 0.0500 0.0370
COWqN M 1.0000 1.0000 1.0000
TABLE HA- 0. CAOSS SECTION ID. 4.000
• Q 23E.0 45.598 65-617
+ 0.018 1.398 312.33 42.58
• FLOW VELOQ TY, FPS = 0.66 1.E7 0.77
..
' FIAW DISTRIBUTION(8) 12.82 38.85 48.33
REACH... n-VAI,UE = M*n 0.0369 0.0500 0.0382
REACH 2 HEC-6T OUTPUT
C:\HEC6T\Pro3ects\Floogie\R2 ADJ PAOFILE.T6 - 5

COWAN y 1 0000
1.0000
1.0000 REACH 2 HEC-6T OUTPUT
TABLE NA- 5. CROSS SECTION ID. 5.000
•'•• Q 230.0 45.621 45.633 0 013 1 183 364.4E 43.16
"• FZOW vELOCITY, FPS = 0.70 1.26 0.77
"• FIAW DISTRIBUTION(t) = 24.87 24 .76 50.36
REACH... n-vAI.UE = N•n 0.0378 0.0500 0.0369
• COWAN M 1.0000 1.0000 1.0000
TABLE HA- 6 CROSS SECTION ID. 6.000
Q 234 .0 45.642 45.670 0.028 1.633 332.07 42.57
FLOW VELOCITY, FPS = 0.80 1.83 0.78
••' FT.OW DISTRIBU2ION(8) = 00.01 42.47 13.52
REACH... n-vAI,UE = M•n 0.0389 0.0500 0.0369
cowrw M i 0000 i 0000 1 .0000
TABLE HA- 7. CROSS SECTION ID. 7.000
•"' Q 23C.0 45.662 45.686 0.023 1.465 346.34 42.84
F1.047 VELOCITY, FPS = 0.82 1.69 0.76
•?• Fi.OW DISTRIBUTZON(b) = G6.22 38.00 15.78
ItEACH... n-VALlTE = Min 0.0371 0.0500 O.0366
COWAN M 1.0000 1.0000 1.0000
O
'•`• DISCHASiGE wATER ENERGY vEIqQ TY ALPHA TOP AVG BED
CFS SURFAC6 LINE HEAD WIDTN ELEV
2^.BLE HA- 8. CROSS SECTZON SD. 8.000
"`• Q 23G.0 45.688 45.718 0.031 1.562 331 32 43.03
. "' FLOw vELOCITY, FPS = 0.89 1.94 0.80
"• FLOH DTSTRIBUTSON(4) = 49.07 4 0 .14 10.79
REACH... n-VAI,UE = M•n 0.0388 0.0500 010364
COWAN M 1 0000 1.0000 1.0000
TABLE HA- 9. CRO55 SECSION ID. 9.000
Q 234.0 45.733 45.746 0.013 1.200 338.30 42.89
•" FLOw vEI,pCITY, FPS = 0.76 1 24 0.65
•?• FZOW DISTRIBUTION($) = 57.31 28,05 14 .64
REACH... n-vALUE = M*n 0.0365 0.0500 0.0355
COMAN M 1.0000 1.0000 1.0000
TABLE HA- 10. CROSS SECTION ID. 10.000
""i Q 234 .0 45.762 45.777 0.016 1.259 331.13 43.12
?'• FI.OW VEIACITY, FPS = 0.80 1.00 0.70
?•• FLOW DISTRIBUTION(8) = 57.30 30.02 12.60
REACH... n-vAyt.lE = M-n 0.0376 0.0500 0.0369
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 11. CROSS SECTION ID. 11.000
"•' Q 23G.0 45.777 45.793 0.016 1.376 316.89 42.63
••• F'SqW VEIqCITY, FPS = 0.73 1.40 0.66
... FZOW DISTAIBOTZON(8) = 51.82 36.34 11.84
? REACH. n-vAI,UE = M•n 0.0380 0.0500 0.0365
COWAi+ M 7.0000
. 1.0000 1.0000
TABLE HA- 12. CRO55 SECTION ID. 12 000
•'•? Q 234 .0 45.791 05.811 0.022 1.282 305.99 43.32
FLOW vELOCIPY, FPS = 0.93 1.67 0.84
Pi,Ow DISTRIHUTION(8) = 55.61 30.77 13.62
REACH.._ n-vAI,OE = M-n 0.0391 0.0500 0.0366
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 13. CRO55 SECTION ID. 13.000
•"' Q 234 .0 45.841 45.855 0.014 1.221 318.18 43.03
••? FIAY1 vELOCZTY, FPS = 0.80 1.29 0.53
'•• FTAW DISTRIBUTZON(8) = 64.31 27.68 7.81
REACH... n-vALUE - H•n 0.0385 0.0500 0.0373
COWAN M 1.0000 1.0000 1.0000
TABL.E HA- ]G. CROSS SECTZON ID. 14.000
•'•• Q 234 .0 45.856 45,878 0.022 1.276 315.51 43.51
F'1.OCJ VELOCITY, FPS = 0.93 1.66 0.'79
'•? F1.OH DISTAIBUTION(6) = 57.93 30.99 11.08
REACN... n-VALUE = y.? 0.0389 0.0500 0.0361
COWpN M 1.0000 1.0000 1.0000
TAHLE HA- 15. CRO55 SECTION ID. 15.000
•'•• Q 234.0 45 .874 45.893 0-020 1.227 316.88 E3-48
FLON VELpCITY, FPS = 0.9E 1.53 0.68
'•? FLOw DISTRIBUTSON(B) = 61.09 28.71 10.20
REACH... n-VALUE = M•n 0.0371 0.0500 0.0369
COWAN N 1.0000 1.0000 1.0000
TABLE HR- 16. CAOSS SECTION ID.
: 16.000
.
•• Q 234.0 G5.8B6 G5.923 0.037 1.601 298.66 43.01
F'I.C7W vEI.OCZTY, FPS = O. BB 2.04 0. 94
•" FI.OW DISTFiIBUTION(B) = 37.95 46.44 15.61
REACH... n-VALUE = M•n 0.0376 0.0500 0_0362
COWAN M 1.0000 1.0000 1.0000 _
?
•••? DISCHARGE WATER ENERCY vEIqCITY AI.PHA TOP AvG BED
CFS SURFACE LINE HEAD FIDTH ELEV
TABLE HA- 17. CROSS SECTION ID. 17.000
•"' 4 234 0 45.903 45.941 0.038 1.422 310.87 43.72
?.. F'Iqp vELOCZTY, FPS = 1.09 2.16 0.99
• FLOW DISTRIBUTIONI*I 50.63 37.05 12.32
REACH. n-VAI,OE = M•n 0.0392 0.0500 0.0349
COWAN M 1.0000 1.0000 1.0000
C.\HEC6T\Projecte\Floogie\R2 ADJ pROFILE.T6 - 6
AEACH 2 HEC-6T OUTPUT
?
•'SUBROUTZNE ACTLAS - SEC NO. 17.000 TIME = 12_00 DAYS,
WARNING.. ACTIVE LAYER PHICKNESS EXCEEDS DEPTH OF AVAII.ABLE SED2MENT.
GAI.CUIATED ACTNE I,TYER THICFQ7E55= 1. 511
SOTAL DEPTN OF BSR = 0. 026
RESIDUAL LAYER THICKNESS = 0 . 000
• LOWER THE MODEL BOTTOM AT LEAST 1. 486 FE6T (SEE H-RECOADS.)
TABLE SA-1. EflX - F'IAOGIE SITE - REACH 2
ACCUMUI,ATED ACRE-F'EET ENTERTNG AND LEAVING SEC?ff.NT N 1
(Multiply by 1233.48 to get Cubic Met eze)
.a?...a..•.s?.•.??•?a?...•a??.?a?.•.?.?•.
? .R?i?•,.• ...?.??a?

TIME ENTRY +
SAND a
'
DAYS POINT • INFIAW OUTFL.Ow TRAP EFF*
12.00 17.000- 0.00 •
TOTAL= 1.000• 0.00
..a..a.?a?.a•a?.??•??•...r.?a.?•.???.???. 0.02
...a?•.a? -6.57•
aa•..?.?a '
TABLE SB-1. TOTAL. IAAD BY SIZE CL ASS ZN TONS/DAY
FINEST TO COARSE ST PAATICLE SIZES
SEDIMENT INF7,Ow: CP= 2
SAND AND/OR GAAVEL= 2. 0.9 0. 4 0,4 0.1 0.1
0.0 0. 0
SEDIMENT OUTFIAW;CF 1
SAND AND/OR GRAVEI-- 17. 16.4 2. 1 O.G 0.1 0.0
0 0 0. 0
TABLE SB-2: SEQMff.NT 1 STATUS OF THE BED
_____'___________'_'__________" _'__'__'_ PROFZLE
_ AT TIME = 12.00000 DAYS

SECTION AVG BED WS ELEV THAI.WEG _
_______
Q __________________'_
SEDIMENS LOAD IN _________
TONS/DAY
ID NO CHANGE FEET FEET CFS SAND
17.000 0.02 45.90 43.07 234 . 2.
16.000 -0.56 45.89 41.47 234 . 10.
15.000 -0.18 45,87 42.48 234 . 10.
14.000 -0.18 45.86 42.64 234 13.
13.000 -0.11 45.64 41.68 234. 11.
12.000 -0.17 45.79 42.09 136. 14.
11.000 -0.16 45.78 41.64 234 .
.
14
' 10.000 -0 .14 CS 76 42.42 234. 15.
9.000 -0.08 45.73 41.71 234 . 11.
8.000 -0.57 45.69 42.00 234. 18.
7.000 -0.09 E5.66 41.85 234 . 18.
6.000 -0.28 45.64 61.17 234. 18.
5.000 0.06 45.62 42.48 230. 15.
4 .000 -0.13 45.60 41.42 234. 22.
• 3.000 -0.15 45.56 41.57 234. 26.
2.000 0.04 . 45.57 42.41 234. 16.
1.000 -0.15 45 -54 72.07 234. 77.
•
C:\HEC6T\Pr03ecte\Floogie\R2 ADJ PROFILE.T6 - 7
U
10/09/2006 9.57:17.018 AM
....,?.............aa......a.........?...s?.?.......?.s......
• SEDIMENTATION ZN STREAM NETYIORKS (HEC-6T) •
« BY ,
' william A. Thomae ?
• ' a
? VERSION 5.13.22.06 (052006z0900-Patch6) May 20, 2006 •
? A MODIFICATION OF +
• vERSION 4.00.00 January 01, 1994
•
? COPYRIGHT (c) 2002, hIDH SOFTWARE, ZNC. •
' P.O.BOX 264 TELEPH0176 601-925-4092 •
• CLINTON, MISSISSIPPI 39060 FAX [phone] ?
• e-mail mbh2oAaol.com ?
•.a.?a?...a..???...?•.?.?? u .?••.••a?•??..??•+??.a•ar????.aa?
•..?.•?.a•?.???....•???????a•a??.....?.?..a.•...??aaa.i?a??.?
• Dieclaimer: +
' This computer ptogram vae written for uee by engineere +
' and ecientiet who are compeient in the field of Sedimen- +
? tation Engineezing. It providee a£zamevork £or perform- •
• ing Sedimentation Computatione. +
' Thie Progras and Documentation are provided "AS IS," with--
• out warranty of any kind, either ezprese oi implied. All '
+ varrantiee of any type respectinq thie program and/or the •
• documentation are hereby dieclaimed by the author. ?
' william A. Thomae '
...??...a???.?•?..?a....??a.a?.•?...?..?a?.a..?a....•.....?.a
THIS PAOGRAM ZS DIfgNSIONED FOA'
MAXIMUM NLiMBER OF CROSS SECTIONS = 1200
MAXIT4JM NUDIDER OF CONTAOL POINTS = 51
MAXIMUM NUNIDER OF SEQ-TNTS = 50
MA%IMUM NUASBEK OF SEQgNTS JOINING A CONTROL POINT= 3
NAXIM[7M NUMHER OF IACAL INF'I.OW POINTS PER SEQgNT = 50
MNCIMUH NUMB£R OF CROSS SECTION (STA, ELEV) pOINTS = 600
MA7CIMIM NUMBER OF DREDGZNG SITES = 500
MAXI?1UM NUMBER OF GRAIN SIZES = 20
TABLE SED-G. CROSS SECTION IAGATIONS
SEC NO. AEACH INITIAL BED EL EVATIONS ACC[7MUI,ATE D CNANNEZ, DISTANCE
LENGTH LEFT SIDE T HALWEG RIGHT SIDE FROM DOWNSTREAM
•
33.00 F'EET MILES
1-000 46.02 39. .77 45 .12 0.0 0.000
33.00
2.000 45.93 39. 11 45 .21 33.0 0.006
33.59
3.000 45.93 39. 60 45 .24 66.6 0.013
24 89
4.000 45.71 40 . 18 45 -55 91.5 0.017
40 66
5.000 45.52 00. 10 41 .00 132.1 0.025
40,42
6.000 45.87 39. 81 44 .84 ll2.6 0 033
30.20
7.000 46.55 39. 26 45 .46 202.8 0.038
25.77
8.000 06.05 40. 02 45 .49 228.5 0.043
35 . 63
9.000 46.42 39. 63 45 .03 264.2 0.050
32.09
10.000 46.80 40. 18 45 .68 296.2 0.056
30.77
11.000 46.36 39. 25 45 .27 327.0 0,062
21.11
12.000 46.42 39. 36 45 .55 348 .1 0.066
31,46
13 000 46.05 40. 08 45 .68 379.6 0.072
33.89
14.000 46.39 39. 65 45 .96 413.5 0.078
33.36
15.000 :46.27 40. 32 <5 .74 446.9 0.085
30-23
16.000 47.02 39. 21 45 .83 477.1 0.090
38.85
17_000 06.83 40. 21 45 .90 575.9 0.098
33 51
18.000 46.80 39. 43 46 .15 549.5 0.104
40.11
19.000 66.89 40. 32 45 .62 589.6 0.112
32.01
20.000 45.21 39. 58 46 .70 621.6 0.118
34.29
21.000 45.40 40. 11 46 .39 655.9 0.124
41.10
22.000 44.96 38. 91 46 .74 69-7
0 0
132
32. 32 . .
• 23.000 45.09 40. 12 46 .7E 729.3 0.138
REACH 3 HEC-6T OUTPUT
C:\HEC6T\Pcojects\Floogie\A3 ADJ PROFILE.T6 - 1
BOUNDARY CONDITION DATA, SEIZENT NO. 1 CP NO. 1
WATER DISCHARGE= 34.0 0
ELEVATION= 41.90 0
TEMPERATURE= 50.00 0
FLOw D[JRATION(DAYS) 10.000 0
...? DISCHARGE WATEA ENERGY VELOCITY ALPHA TOP AvG BED
• CFS SUAFACE LINE HEAD WIDTH ELEv
TABLE HA- 1. CROSS SECTION ID. 1.000
'•?• Q 34.0 a1.900 41.925 0.025 1.000 20.04 40.56
•'? FLOW VEIACITY, FPS = 0.00 1.36 0.00
?+• F7AW DISTRIBUTION(8) = 0 00 100.00 0.00
REACH... n-VAI,UE = M-n 0.0350 0.0500 0,0369
COwAN M 1.0000 1.0000 1.0000
TABI.E HA- 2. CAOSS SECTION ID. 2.000
••'? Q 30.0 41.939 4 1-955 0.016 1.237 77.84 40.22
??• FLON VELOCITY, FPS = O.1D 1.02 0.22
•`? EZAW DTSTRIBUTION(6) = 0.05 96.50 3.15
REACH.,. n-VALUE = M*n 0.0356 0.0500 0.0367
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 3. CROSS SECTZON ID . 3.000
'• " Q 34.0 41.962 41.975 . 0.013 1.657 162.31 40.35
•'+' FLOW VELOCI2Y, FPS = 0.14 0.98 0.23
•'• F'IAH DISTRIBUTZON(8) = 0.35 88 .96 10.69
REACH... n-vALUE = t9•n 0.0359 0.0500 0.0385
COWAN M 1.0000 1.0000 1.0000
TABLE HA- d. CROSS SECTION ID. 4 .000
•"+ Q 30.0 E1.975 42.002 0.027 1.000 19.38 40.65
??• F7Al.' VELOCITY, FPS = 0.00 1.32 0.00
•.' f'I.OW DISTRIBUTION(R) = 0,00 100.00 0.00
REACH... ?-VALUE = M•n D.0350 0.0500 0.0363
COWAN M 1.0000 1.0000 1.0000
T.413LE HA- 5. CRO55 SECTION ID. 5.000
"•• Q 34.0 42.034 42.060 0.026 1.000 20.15 40.74
•`• F'IAW VELOCITY, FPS = 0.00 1.30 0.00
'•• FLOW DISTRIBUTION(b) = 0.00 100.00 0-00
REACH_.. n-VALUE = M•n 0_0355 0.0500 0.0392
COG7AN M 1.0000 1.0000 1.0000
TABLE HA- 6. CROSS SECTION ID. 6.000
'•'• Q 34.0 42.084 42.103 0.018 1.012 37.79 40.52
••? F"I.OW VELOCITY, FPS = 0.04 1.09 0.06
FT.Oti' DIST0.IBUTION(9) = 0.00 99.97 0.03
REACH_.. n-vALUE = M-n 0.0352 0.0500 0.0380
CONAN M 1.0000 1.0000 1.0000
TABI.E HA- 7. CROSS SECTION ID. 7.000 .
• Q 34 .0 42.106 62.124 0.018 1.000 17.10 60.26
. • FLOiJ VELqCITY, FPS = 0.00 1.07 0.00
••• FT.OW DISTRIBUTTON(8) = 0.00 100.00 0.00
REACH... n-VALUE = M•n 0.0359 0..0500 0.0371
COG7AN M 1.0000 1.0000 1.0000
O
•??+ DISCHARGE WATEA ENERGY VEIqCITY ALPHA TOP AvG BED
CFS SURFACE LZNE HEAD WZDTH ELEV
TABLE HA- S. CROSS SECTZON ID. 8.000
"•• Q 34.0 42120 42.150 0.026 1.000 18-93 40.74
FipW vEIqCITY, FPS = 0.00 1.30 0.00
+?+ FT.OW DISTRIBOTSON(&) = 0.00 100.00 0.00
REACH... n-vpLUE = M•n 0-0354 0.0500 0.0362
COWAN M 1.0000 3.0000 1.0000
TAB1.E HA- 9. CRO55 SECTION LD. 9.000
••'• Q 36.0 42.167 42.164 0.017 1.000 19.39 40.50
"• FLOW VEIQCITY, FPS = 0.00 1.05 0.00
•'? FIAD1 DISTRIHUTION(9) = 0.00 100.00 0-00
REACH... n-VALUE = M•n 0.0354 0.0500 0.0380
COWAN H 1.0000 1.0000 1.0000
TABLE HA- 10. CAOSS SECTION ID. 10.000
"•' Q 34.0 42.191 42.218 0.027 1.000 19.G0 40.86
`i• FIAw VELOCITY, FPS = 0.00 1.32 0.00
+•* FLOW DZSTRIBUTION(9) = 0.00 100.00 0.00
REACH_.. n-VALUE = H•n 0.0354 0.0500 0.0371
COWAN M 1.0000 1.0000 1.0000
TABLE HA- ll. CROSS SECTION ID. 11.000
"•' 4 34 .0 42.230 42.267 0.017 1.000 18.62 40.49
•?' FTAW vEZ.OCZTY, FPS = 0.00 1.05 0.00
??• Fiqw DISPRIBUTION(9) = 0.00 100_00 0.00
REACH_.. n-VALUE = M•n 0.0350 0.0500 0.0379
COWA27 M 1.0000 1.0000 1.0000
TABLE HA- 12. CRO55 SECTION ID. 12,000
Q 34.0 42.246 42.259 0.013 1.077 51.39 40.G3
•+? FiqH VELOCITY, FPS = 0.00 0.91 0.09
?'• ETAti' DZSTRZBUTION(8) = 0.00 99-75 0.25
REACH... n-VALUE = M-n 0.0349 0.0500 0.0378
COWAN M 1.0000 1.0000 1.0000
• TABLE HA- 13. CAOSS SECTION ID. 13.000
•' Q 34.0 42.265 42.281 0.017 1.400 108 .23 40 .89
'•• E'LOH VELOCITY, FPS = 0.07 1.10 0.38
REACH 3 HEC-6T OUTPUT
Cr\HEC6T\Projecte\Ploogie\I-3 ADJ PROFZLE.T6 - 2
". FLOW DISTRIBUTION(%) = 0.01
REACH... n-VALUE = M-n 0.0370
COWAN M 1.0000
TABLE HA- ld. CROSS SECTION ID.
•'•` Q 34 .0 42.296 42.319
? .?. f'LOW VELOCITY, FPS = 0.00
F7AN DISTRIBUTZON(9) 0 00
AEACH.. n-VAI,UE = M-n 0.0351
COWAN M 1.0000
TABLE HA- 15. CROSS SECTION ZD.
" `• Q 34.0 42.333 42.343
"• E7AW vEIACITY, FPS = 0.00
'+' FZOW DISTRIBUTION(%) = 0.00
REACH... n-VALUE = M-n 0 0348
COWATI M 1.0000
TABLE HA- 16. CROSS SECTION ID.
'•*' Q 30.0 42.344 42.358
??• FLOW V6IqCZ2Y, FPS = 0.00
??• FIqN DISTRIBUTION(4) = 0.00
REACH... n-VALUE = M'n 0.0349
COWAN M 1.0000
0
DISCHARGE WATEA ENERGY
CFS SURFACE LINE
TABLE NA- 17. CAOSS SECTION ID.
•`•? Q 34.0 42.366 42.394
••• £LOW VELOCITY, FPS = 0.00
... FLOw DISTRIBUTION(%) = 0.00
AEACH... n-VALUE = M'n 0.0346
COWAN M 1.0000
TABLE HA- 18. CRO55 SECTION ID.
'?•* Q 34.0 42.410 42.424
??• FLOW vEIqQTY, FPS = 0.09
•'• YIAW DISTRIBUTION(%) = 0.05
REACH... n-VALUE = M•n 0.0350
COWAN H 1.0000
TABLE HA- 19. CROSS SECTION ID.
•'•• Q 34.0 42.433 42.461
a•• F1.OW VELOCITY, FPS = 0.00
•'• EZOW DISTRIBUTION(%) = 0.00
REACH... n-VALUE = Mln 0.0353
COWAN N 1.0000
TABLE HA- 20. CROSS SEC'fION ID.
. •?i• 4 34.0 42.475 42.494
' FLOF1 vEIACITY, FPS = 0.00
• FLOW DISTRIBUTION(%) - 0.00
REACH... n-VALUE = M*n 0.0386
COWAN M 1.0000
TABLE HA- 21. CROSS SECTION ID.
••?• 4 34 .0 42.505 02 520
•" FUJti' VELOCITY, FPS = 0.21
..` FLOW DISTRIBUTION(%) = 9.42
REACH..- n-VALUE = M'n 0.0385
COWAN H 1.0000
.. TABLE HA- 22. CRO55 SECTION ID.
•i•' Q 34.0 42.530 42-542
•.. F1,OW VEIACSTY, FPS = 0.00
- Ft.047 DISTRIBUTION(%) = 0.00
REACH... n-VAI,UE = M+n 0.0387
CONAN M 1.0000
TABLE HA- 23. CROSS SECTION ID.
-" Q 34 .0 42.549 62.558
•'• FI,Ow VEI,pCITY, FPS = 0.23
"• FLOW DISTRIBUTION(%) = 16.61
REACH... n-VqLUE = M-. 0.0383
COWAN M 1.0000
O
86 , 34
0.0500
1 0000
1d.000
0 023
1.23
100 00
0.0500
1 0000
15.000
0.010
0.79
100.00
0 0500
1 0000
16.000
0. 014
0-9d
100 00
0.0500
1.0000
vELOCITY
NEAD
17.000
0.029
1 36
100.00
0.0500
1.0000
18.000
0 .014
0-95
97.22
0.0500
1.0000
19 000
0.028
1 35
ioo 00
0 0500
1.0000
20.000
0.019
1 12
100.00
0.0500
1.0000
21.000
0.015
1.02
90.47
0.0500
1.0000
22.000
0.012
0. 86
100.00
0.0500
1.0000
23 000
0.009
0.82
03.39
0.0500
1.0000
REACH 3 HEC-6T OUTPUT
13-66
0 0327
1.0000
1.000 18.91 40.83
0 00
0.00
0.0360
1.0000
1.000 30.57 40.92
0.00
0.00
0.0365
1.0000
1.000 19.93 40.53
0.00
0.00
0.0370
1.0000
AI,PHA TOP AvG BED
'aIDTH ELEV
1.000 19,10 41.06
0.00
0.00
0.0367
1.0000
1.280 112,73 40.5,8
0 15
2.?3
0 0366
1.0000
1.000 1e.73 41.08
0.00
0 00
0.0377
1.0000
1.000 17.23 40.71 0.00
0.00
0 0345
1.0000
1.730 198.22 40.90
0.13
0.11
0.0355
1.0000
1.000 19.39 40.50
0.00
0.00
0 0349
1.0000
1.699 221.70 41.29
0.00
0.00
0,0347
1.0000
TABLE SA-1, E9X - FLOOGIE SITE - REACH 3
ACC."UMUI.ATED ACRE-FEET ENTERING AND LEAVING SEQgNT M 1
(Multiply by 1233.48 to gei Cubic Metera)
a.?... u ??.??...?.?..a.??.•?•?.u :.a.?s•.?•?x•?•?...•?...?.
TIME ENTRY ? gANp ?
DAYS POINT - INFiqB OUTFiqW TRAp EFF+
10.00 23.000+ 0.00 ?
TOTt.Lr 1.000, 0.00 0.03 -18.09•
....??.??..?:?....????.?.?.a.????.•..?..?.?.???.???.?....?.
TABLE SB-1. TOTAL: IAAD BY SIZE CLASS IN TONS/DAY
FZNEST TO COAASEST PAATICLE SI2ES
SEDII'ENT INFI,OH: CP= 2
. SAND AND/OR GRAVEL= 0. 0.1 0.1 0.1 0.0 0_0
SEDII-IENT OUTFTAH_CP= 1
C-\HEC6T\Projecte\Flooqie\A3 ADJ PAOFII.E.T6 - 3
EACH 3 HEC-6T OllTPUT
SAND ANp/OR GRAVEIr 6. 0.0 1.0 1.2 0.7 0.0 R
TABLE SB-2: SEQfENT 1 STATUS OF THE
'_____'_'____'___ " BED PAOFILE A2 TIME = 10.00000 DAYS

SECTION AVG HED ci5 ELEV THAI.M'EG _"_
Q ____________' _'__'_____
SEDIMENT LOAD IN TONS/DAY
• ID NO CHANGE E'EET f'EET CFS SAND
23.000 0.01 C2.55 40.13 34. 0.
22.000 0.01 G2.53 38.92 34 . 0.
21.000 0.00 42.51 40.11 34 0.
20.000 -0.19 42.07 39.39 34 . 1.
19.000 -0.18 42.43 40.13 34. 1.
18.000 -0.19 42.41 39.24 34 . 2.
17.000 -0.07 42.37 40.13 36. 2.
16.000 -0.12 42.34 39.08 34 . 3.
15.000 0-01 42.33 40.33 34 . 3,
iG.000 -0 -07 42.30 39.56 34. 3
13.000 -0.19 42.26 39.89 34. 3.
12.000 -0.01 42.25 39.33 34. 3.
11.000 -0.15 42.23 39.06 34 . 3?
10.000 0.00 42.19 40 ,1B 34. 3.
9.000 -0.18 42,17 39.44 34. A.
8.000 -0.18 42.12 39.93 34 . C.
7.000 0.00 42.11 39.27 34. 4.
6.000 -0.19 42.08 39.62 34 _ 5.
5.000 -0.23 42.03 39.86 34. 6.
4.000 -0.23 41.98 39.93 34. 7,
3.000 0.07 41.96 39.67 34 _ 5.
2.000 -0.19 41.94 38.92 34. 6
1.000 0.00 G1.90 39.81 34 . 6.
BOtJNDARY CONDITION DATA, SEQMENT NO. 1 CP NO. 1
wATER DISCHARGE= 128.0 0
ELEVATION= 42.44 0
TEMF>ERATUAE= 50.00 0
FLOW DURATION(DAYS) 1.000 0 -
•'?? DZSCHAAGE WATER ENERGY VELACITY ALPHA TOP AVG BED
CFS SURFACE LINE HEAD WIDTH ELEv
TABLE HA- 1. CROSS SECTION ID. 1.000
Q 128.0 42.440 42.458 0.018 1.428 294 .64 40.62
FLOW VELOCZTY, FPS = 0.41 1.43 0.74
+•? FIAW DZSTRIBOTION(t) = 2.90 41.64 55 .46
REACH..- n-VALUE = M*n 0.0353 0.0500 0.0377
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 2. CRO55 SECTION ID. 2.000
•••• Q 128.0 42.465 42.479 0-015 1.604 325.17 40.01
EZON VELOCITY, FPS = 0.50 1.29 0 57
? ..?
FLOW DZST0.IBUTION(&) =
10.26
46.26
43.48 . .
REnCH.. n-vAI,UE = M•n 0.0356 0.0500 0.0367
COWAi7 M 1.0000 1.0000 1.0000
TABLE HA- 3. CRO55 SECTION ID. 3.000
"•? Q 128.0 02.485 42.497 0.012 1.440 330.50 40.43
'•• FLOa' vEIACITY, FPS = 0.51 1.21 0.62
•.+ FLOW DISTRIBUTION(i) = 12.33 37.47 50.39
REACH... n-VAI.UE = M-n 0.0359 0.0500 0.0385
COWAN M 1.0000 1.0000 1.0000
TABLE HA- A. CROSS SECTION ZD. 4.000
Q 128.0 62.499 42.523 0.024 1.684 301.13 60.43
'•+ FLOw VEIqCITY, FPS = 0.59 1.62 0.70
k•• F'I.OF' DISTRIBUTZON(k) = 9.40 51.22 39.38
AEACH. ., n-vAi,UE = iy•n 0.0364 0.0500 0.0367
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 5. CRO55 SECTION ID. 5.000
`••' 4 128.0 42.551 42-562 0.011 1.550 384.41 40 _48
'?• F'IAW VElOCITY, FPS = O.CB 1.18 0.56
••• FIAW DSSTRIBUTION(6) = 14.24 39.20 46.57
REACH... n-VALUE = M+n 0.0369 0.0500 0.0383
COWAN M 1.0000 1.0000 1.0000
TABL,E HA- 6. CROSS SECTION ID. 6.000
••'• 4 128.0 42.575 42.595 0.020 1.795 329.49 40.31
•- • F'I.OW VELOCITY, FPS = 0.55 1.46 0.59
... E'LOW DZSTRIBOTZON(&) = 12.62 51.73 35,65
AEACH... n-VALUE = M•n 0.0352 0.0500 0.0380
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 7. CflOSS SECTION ID. 7_000
.•`• Q 128_0 42.582 42.640 0 .058 2.024 259.58 40.28
••• FLOD1 VEIQCITY, FPS = 0.64 2.27 0.73
'•+ FIpw DISTRIBUTION(b) = 6.82 69.80 23.38
REACH... n-VALUE = M•n 0.0352 0.0500 0.0370
COWAN M 1.0000 1.0000 1.0000
?
'• " DISCHARGE NATER ENERGY vELOCI2Y ALPHA 1'OP AvG BED
CFS SURFACE LLNE HEAD NIDTH ELEV
TA.BI,E NA- B. CROSS SECTTON ID. 8.000
+ 4 128.0 42.651
• 62.686 0.035 1.884 291.77 40.59
? ' FLOw VELOCITY, FPS = 0.66 1.88 0.70
..
• E'I,ON DIS2RZBUTION(8) = 9.51 58.34 32.15
REACH... n-VALUE = M•n 0.0361 0.0500 0.0378
C:\HEC6T\Projecte\Floogie\R3 ADJ PROFILE.T6 - 4
COWAN M ].0000 1,0000 1.0000 REACH 3 HEC-6T OUTPUT
T?LE HA- 9. CROSS SECTZON ID. 9.000
"?• Q 128.0 42.708 42.718 0.010 1.651 319 dl 40.34
••? FLOU VEIqCITY, FPS = 0_43 1.10 0.55
•'? ET.OW DISTRIBUTION(9) = 5 13 40.10 54.76
REACH... n-VALUE = M+n 0.030G 0.0500 0.0377
. COWAN M 1.0000 1.0000 1.0000
TAB1.E HF.- 10. CROSS SECTION ID. 10.000
"•• Q 128.0 42.709 42.764 0.055 1.591 201.19 40_90
•'• FLOw vBLpCITY, FPS = 0-89 2.25 0.96
••' FLOW DISTRIBUTZON(8) = 6.42 63.03 30.55
REACH... n-vpL(76 = M-n 0.0336 0 0500 0.0354
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 11. CROSS SECTION ZD. 1].000
?'•' Q 128.0 G2.795 42 817 0.022 1.843 313.71 40.37
•?• FLON VELOCITY, FPS = 0 .40 1.52 0.60
'?• 6'LOW ?ISTRIBUTION(8) = 2,39 54.66 62-95
REACH... n-VAI,UE = M+n 0.0347 0,0500 0.0382
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 12. CRO55 SECTION SD. 12.000
'•'• Q 128.0 42.820 42.835 0.015 1.639 303.71 40.40
PLAW vELACITY, FPS = 0 54 1.28 0.55
F"LOW DISTRIBUTION(Q) = 9.68 49.69 40.63
REACH... n-VAI,UE = M•n 0.0346 0.0500 0.0378
COWAN M 1.0000 1.0000 1.0000
TABLE FiA- 13, CROSS SECTION jD. 13,000
•••' Q 128.0 4 2.843 42.852
' 0 009 1.298 329.14 40.65
F
LOW VELpCITY, FPS = O.GS 1.03 0.61
FI.OW DISTRIBUTION(&) = 13.66 34 .41 51_93
REACH... n-VAI,UE = M•n 0.03'J0 0.0500 0.0327
COWAN M 1_0000 1.0000 1.0000
TAB1.E H1+- lA. CROSS SECTION ID. 14 .000
"" ? Q 128.0 42.835 42.897 0.062 1.945 263.69 40
80
••• FLOw Vp,7,pCITY. FPS = 0.61 231
. 0.'15 .
'•? ET.OW DISTRIBUTION(S) = 4 .69 71'
91 23.40
REACH... n-vAi,UE = H•n 0.0356 0.0500 0.0358
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 15. CROSS SECTZON ID. 15.000
' Q 128.0 42.925 42.947
' 0.022 1.596 288.73 40.94
•• F7.OW VELOCITY, FPS = 0.53 1.40 0.58
'•? FI.OW DISTRZBUTION(8) = 7.15 66.55 26.30
AEACH_.. n-vAI,UE = M•n 0.0346 0.0500 0.0348
COWAN M 1.0000 1.0000 1.0000
;ABLE HA- 16_ CAOSS SECTION LD. 16.000 .
• ' 4 128.0 42.951 12.977 0.026 1.676 250.07 .
40
05
, • FLOAT VELOCITY, FPS = 0,48 1.56 0.65 .
•'+ f'LOW DISTRIBUTION(8) = 3 73 62.41 33.86
AEACH... n-VALUE = M•n 0.0341 0-0500 0.0347
COWAN H 1.0000 1.0000 1.0000
?
•'•? DISCNAAGE WATEA ENERGY VETACI2Y ALPHA TOP pVG BED
CFS SURFACE LZNE HEAD WIDTH ELEV
TAHLE FiA- 17. CAOSS SECTZON TD. 17.000
?• " Q 128.0 C2.998 43.023 0.025 1.496 242.81 41
01
"• FLOW VEIACITY, FPS = 0.69 1.63 0.76 .
FL067 DISTRIBUTION-(9) = 6.24 49.35 44.40
REACH.._ n-VAI,UE = H•n 0.0345 0-0500 0.0366
COwpN M 1.0000 1.0000 1.0000
TABI.E HA- 18. CROSS SECTZON ID. 18.000
•"' Q 128.0 43.034 43.045
' 0.011 1.555 308_44 40
37
,'• F
I.OW vEwCITY, FPS = 0.69 1.14 0,53 .
•" E'LO`7 DISTRIBUTION(i) = 9.82 44.96 4i22
REACH... n-VAI,UE = M•n 0.0350 0.0500 0.0366
CONAN M 110000 1.0000 1.0000
TABLE HA- 19. CROSS SECTION ID. 19.000
??•' Q 12B.0 43.054 13.062 0.008 1.268 340.05 40
94
••' FLOW vEipCITY, FPS = 0 40 0.98 0.58 .
'•• FLOF7 DISTRIBUTION(4) = 7,93 30.83 61:24
REACH_.. n-VAI,I7E = H'n 0.0357 0.0500 0.0360
COWAN M 1.0000 1.0000 1.0000
TAHLE FiA- 20. CROSS SECTION ID. 70.000
'•'• 4 128.0 43.068 43-08 2 0.014 1.592 313.60 40 54
'•• F1AN VELpCITY, FPS = 0.59 1.27 0 44
'•+ FIAN DISTRIBUTION(g) = 48 .25 45.06 6.69
REACH.__ n-VAI,UE = M+n 0.0363 0.0500 0.0374
COFiAN M 1.0000 1.0000 1.0000
TABI,E HP.- 21. CROSS SECTION ID- 21.000
"•• Q 128.0 43.089 43.098 0.009 1.280 299.96 40
90
?•a FS.OW VEIqCITY, FPS = 0.58 1.02 0 45 .
FLOW DISTRIBUTION(4) = 59.58 33.14 7,28
REACH... n-VALUE = Mln 0.0385 0-0500 0.0355
COHAN M 1.0000 1.0000 1.0000
. :ABI.E HA' 22. CRO55 SECTZON ID. 22_000 -
'• Q 128.0 43.107 43.112 0.005 1.310 359.98 40
49
•'• FTAW VEIACLTY, FPS = 0.45 0.79 0.29 .
C.\HEC6T\Projects\Floogie\R3 ADJ PROFILE.T6 - 5
•'• FLOW DISTRIBUTION(9) = 62.20 31.46 6.34 REACH 3 HEC-6T OUTPUT
REACH.,. n-vqLUE = M•n 0.0379 0.0500 0.0363
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 23. CROSS SEC2ION ID. 23.000
"•' Q 128.0 43.117 43.122 0.005 1.123 356.47 41.49
• ??• FLOW VELOCITY,T FPS = 0.51 0.72 0.35
• 'I.AW DISTRIBUION(9) 62.90 30. 33 6 . 77
REACHf. n-VqI,UE = M'n 0.0383 0.0500 0.0364
COWAN M 1.0000 1.0000 1.0000
TAHI,E SA-1. EHX - F'I,pOGI£ SITE - REACH 3
ACl'UMUI,ATED ACRE-FEET ENTERING AND LEAVING SEC2ENT N 1
(Multiply by 1233.48 to qet Cubic Hetera)
............ ?..•? u t......r.?•............ **.ar* ......... u
TBIE ENTRY • Sp,T*p +
DAYS POINT - TNE'IqW OUTfZOW TRAP EFF*
11-00 23.000- 0.00 +
TOTAIr 1.000+ 0.00 0.04 -15.56•
a ?
.?.?•.?,.a?..?.a.sa?*u.•.?a??????a.??....?i•?..aa?..??aa?.
TABLE SB-1. TOTAL: LOAD BY SIZE CLA55 IN TONS!DAY
FINEST TO COARSEST PARTICLE SZZES
SEDIilENT ZNFiqW_ CP= 2
SAND qND/OR GRAVEL= I. 0.5 0.3 0_3 0.2 0.0
SEDIMENT OUTf'I.Ow.CP= 1
SAND AND/OR GRAVEIr 13. 0.0 8.B 3.2 1.4 0.0
TABLE SB-2i SEQ,ff.NT 1 STATUS OF THE BED PROFII.E AT TIME =
_ ____'_'__'__'____'___________ 11.00000 DAYS

, SECPION AVG HED WS ELEV Tk1ALWEG ___ "_
Q '____'___'_____
SEDIMENT IqAD ZN TONS/DAY
ID NO CHANGE F££T F'EET CFS SAND
23.000 -0.03 43.12 40.10 128- 3.
22.000 0.01 43.11 38.92 128. 1.
21.000 -0.09 43.04 40.02 128. 6.
20.000 -0.19 43.07 39.39 128. 5.
19 000 -0.19 43.05 40 .14 128. 1.
18.000 -0.27 43.03 39.16 128. 5.
17.000 -0.17 43.00 60.03 128. 11.
16.000 -0.14 72.95 39.06 128. 11.
15-000 -0 ,14 42.92 40.18 128. 20-
14 .000 -0.48 42.83 39.15 128. 38.
13.000 -0.20 42.84 39.88 128. 38.
12.000 0.02 42.82 39.36 128. 20,
11.000 -0.15 42.80 39.06 128. 16

10.000 0.00 12.71 40.18
128. .
.13.
. 9.000 -0.17 42.71 39.40 128. 7.
8.000 -0.39 42.65 39.62. 128. 17.
7.000 -0.50 42.58 38.76 128. 39.
6.000 -0_17 62.58 39.64 128. 26.
5.000 -0.21 42.55 39.BB 128. 12.
4 .000 -0.25 42.50 39.92 128. 13.
3.000 0.08 62.69 39.68 128. 7.
2.000 -0.19 42.46 38.92 128. 6.
1.000 -0.22 42.44 39.55 128. 13.
BOUNDARY CONDITION DATA, SEQ-fENT NO. 1 CP NO. 1
NATER DISCHARGE= 246 00 ..
ELEVATZON= 42.730 '
TEMPERATi1RE= 50.000
FLAW DURATION(DAYS) 1-0000
'..• DISCHARGE WATER ENERGY VELOCITY ALPHA TOP AvG BED
CFS SURFACE LINE HEAD WZDTH ELEV
TABLE HA- 1. CROSS SECTTON ID. 1.000
Q 246.0 42.730 42.750 0.020 1,280 353.42 40.36
••? F7AN vELOCZTY, FPS = 0.65 1.57 0_91
•?• F1.ON DISTFiIBUTION(g) = 8.31 30.82 60.88
REACH... n-VALUE = M-n 0.0353 0.0500 0.0377
COWAi7 M 1.0000 1.0000 1.0000
TABI.E FU+- 2. CAOSS SECTZON ID. - 2.000
`•" Q 246.0 42.753 02.771 0.018 1-336 374.26 40.03
F1,ON VELOCITY, FPS = 0.71 1.53 0.83
F"LOW DISTRTBUTION(6) = 14.66 31.67 53.68
AEACH... n-VALUE = M'n 0.0356 0.0500 0.0367
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 3. CROSS SECTION ID. 3.000
••" Q 246.0 42.776 42.791 0.015 1.214 386.60 40.44
FLAW vELOCITY, FPS = 0.71 1.39 0-83
••• F7AA DISTRIBUTION($) = 17_83 25.31 56.87
REACH... n-VALUE = M+n 0.0359 0.0500 0.0383
COWAN M 1.0000 1.0000 1.0000
TABLE W+- G. CRO55 SECTION ID. 4.000
???• Q 246.0 42.793 42.817 0.024 1.315 357.83 40.41
£1•ON vEiqCZTY, FPS = 0.80 1.71 0.95
..? Ft,pw DISTRIBUTLON(B) = 15.12 32.35 52.53
• REACH.. n-VALUE = H*n 0.0364 0.0500 0.0367
COwAN M 1.0000 1.0000 1.0000
C:\HEC6T\Projects\Flooqie\ti3 ADJ PROFILE.T6 - 6
TP.H1-E NA- S. CROSS SECTION ID. 5.000 REACH 3 HEC-6T OUTPUT
Q 276-0 42.843 42.858 0.015 1.272 437.05 00.53
FLOW vELOCITY, FPS = 0.69 1.39 0.78
•" FLOId DISTRIBUTION(b) = 19.33 26.80 53.87
REACH... -VALUE = M•n 0-0369 0.0500 0.0382
COWAN M 1.0000 1.0000 1.0000
• TP.BLE HA- 6. CROSS SECTION ID. 6.000
Q 246.0 42.873 42.896 0 023 1.432 388.37 40.36
•'• FLOW vELOCITY, FPS = 0 80 1.71 0.84
••' FL01J DISTRSBUTION(8) = 79.08 34 .85 46.07
REACH.,. n-VAI,UE = M•n 0.0354 0.0500 0.0380
COWAN M 1.0000 1.0000 1.0000
TABLE HA- 7. CRO55 5£CTION ID . 7.000
`••• Q 2G6.0 4 2.889 42.929 O.OGO 1 733 340.43 39.78
?•' F'IAW VELOCIPY, FPS = 0,80 2.14 0.90
•'• F'I,OW DISTRIBUTION(B) = 16.01 66.37 37-62
REACH.,. n-yALt1E = M•n 0.0352 0-0500 0.0370
COWAN M 1 0000 1.0000 1.0000
?
.••. DISCHAAGE WATER ENERGY vELOCITY AI.pHA TOP AVG BED
CFS SURFACE LINE HEAD WIDTH ELEV
TABLE HA- B_ CRO55 SECTION ID.
: 8.000
`•
Q 2G6.0 4 2 926 62.959 0.033 1.525 343.08 40.39
F'I,OW VELpCITY, FPS = 0.87 2.01 0.95
FI.OW DISTRZBUTSON(B) = 15.01 40.06 44 .92
REACH... n-VALUE = M+n 0-0361 0.0500 0.0378
COWAN M 1.0000 1.0000 1.0000
TABLE RP.- 9- CROSS SECTION ZD. 9.000
•?'? Q 246.0 42.979 42.994 0,015 1.250 367.57 40.35
"•£LbN V6LOCISY, FPS = 0.62 1.37 0.79
FLOw DISTRIB[1TION(9) = 7.70 28.91 63.39
REACH.. . n-vAl,tiE - M•n 0.0344 0.0500 0.0376
COWP,N M 1.0000 1.0000 1.0000
TABLE HA- 10. CROSS SECTION ID. 10.000
Q. 246.0 42.994 43.039 0 .046 1.363 299.39 40 .86
FLOW VELOCIPY, FPS = 1.11 2.29 1.21
?•• E'LOW DISTRIBUTZON(6) = 12.13 39.48 48.39
REACH... n-VALUE = M-n 0.0336 0.0500 0.0354
C0WAN M 1 0000 1.0000 1.0000
TAHLE HA- I1. CROSS SECTION ID. 11.000
'•" Q 246.0 43.069 43.093 0.024 1.446 367.75 40.37
••• FZOW vELpCITY, FPS = 0.64 1.72 0 .87
••• FZOW DISTRIBUTION(8) = 6.30 35.95 57.91
REACH... n-vALUE = M•n 0.0317 0.0500 0
0382
?. . COWAN M 1.0000 1.0000 .
1.0000 . .
TABLE HA- 12. CRO55 SECTION ZD. 12.000 . . . . .
'?'• Q 246.0 d3.093 G3.117 0.024 1.402 345.22 60.46
'•' FLOW VELpCITY, FPS = 0.79 1.69 0.86
'•' FZON DISTRIBUTION(4) = 1 2 55 37.23 50-23
REACH... n-vpI,UE = M-n O.0346 0.0500 0.0378
COWAN M 1.0000 1.0000 1.0000
TAB1.E W+- 13. CROSS SECTION ID. 13.000
'•'• Q 2d6.0 43.127 43.142 0.015 1.184 377 .90 00.69
F-LON V£LOCITY, FPS = 0.66 1.33 0.87
•`? FLOW DISTRIBUTION(6) = 17.41 25.52 57.07
REACH... n-vAL1.tE = M-n 0.0370 0.0500 0.0336 .
COWAN M 1.0000 1.0000 1.0000
TABL,E HA- 14 . CROSS SECTION ID. 14 .000 -
Q 246.0 43.137 4 3.174 0.037 1.598 333.14 40.36
PI.C7M VEIACITY, FPS = 0.84 2.06 0.94
F'I.OW DISTRIBUTION(9) = 13.52 45.54 40.95
REACH._. n-VALUE = M•n 0.0356 0.0500 0.0358 -
COWAN M 1.0000 1.0000 7.0000 .
TABI.6 HA- 15 . CROSS SECTION ID. 15.000
"•? Q 246.0 43.184 43.210 0.027 1.405 341.14 40.79
.'. FT.ON VELOCITY, FPS = 0.75 1.65 0 .86
'.' FI,ON DZSTRIBUTION(6) = 17.61 49.58 38.81
REACH... n-VALU£ = M`n 0-0346 0.0500 0.0348
COWAN M 1.0000 1.0000 1.0000
TAHLE FiA- 16. CROSS SECTZON ID. 16.000
"'• Q 246.0 63.213 43.249 0.035 1-445 298.80 40.E5
•a• PIAW VELOCITY, FPS = 0-77 1.97 1.01
"• FLON DISTRIBUTION(8) _ 7.43 45.19 47.38
REACH... rVALiTE = M-n 0.0341 0 .0500 0.0347
COwAN M 1.0000 1.0000 1.0000
n
'?•• DISCHARGE WpTER ENEAGY vEiqCITY ALpHA TOP AVG BED
CFS SURFACE LINE HEAD WIDTH ELEV
TABLE F{A- 17. CRO55 SECTION ID. 17.000
Q 246.0 43.277 43.307 0.030 1.300 298.15 40.91
FIFJW vEI.OCZ2Y, FPS = 0,91 1,88 1. 04
F'LON DISTRIBUTION(8) = 9.38 35-35 55
27
REACH... n-VALUE = M•n 0.0345 0.0500 .
0.0366
? COWAN M 1.0000 1.0000 1.0000
TABLE FiA- 10. CRO55 SECTION ID. 18_000
G \HEC6T\Projecte\Flooqie\R9 ADJ PROFILE.T6 - 7
'•" Q 246.0 43.317 43.332 0.015 1.318 359 .26 40.29 REACH 3 HEC-6T OUTPUT
?*+ FLOw vEIqCITY, FPS = 0.65 1.39 0.76
F"LOW DISTRIBUTION(8) = 12.84 32.21 54 .94
REACH... n-vALUE = M*n 0.0350 0.0500 0 0367
COWAN H 1_0000 1.0000 1.0000
TABLE HA- 19. CROSS SECTION ID. 19.000
•
"
Q 246.0 03.340 43 352 0.012 1.135 386. 86 40.94
' FLOW V£LqCI2Y, FPS = 0.60 ].17 0 78
`•' FLOW DISTRZBUTION(9) = 12.33 21 65 66.01 .
REACH... n-vAI,UE = M+n 0.0357 0_0500 0.0361
COWAN M 1.0000 1 0000 1.0000
TABLE HA- 20. CROSS SECTION IG. 20.000
• Q 246.0 43.358 43.377 0.020 1.329 358. 46 00.58
?•• FIAW VEIqCITY, FPS = 0 .87 1.57 0.64
?•? Flqw DISTRZBUTION(B) = 58 .46 31.76 9.98
REACN... n-VALL1E = M.n 0.0363 0.0500 0.0374
COWAN M ].0000 1.0000 1.0000
TABLE HA- 21. CROSS SECTION ID. 21.000
'••? Q 246 .0 43.384 63.397 0.013 1.159 343. 63 40.90
'•? FIAW VELpCITY, FPS = 0.79 1.24 0.64
??• ET.OW DZSTRIBUTION(B) = 64 .42 2G.69 10.89
REACH... n-VAI,UE = M+n 0.0381 0.0500 0.0354
COtilAN M 1.0000 1.0000 1.0000
TABLE HA- 22. CROSS SECTION ID. 22 000
•••• Q 246.0 43.408 43.416 0.009 1.187 009. 95 40.51
F'LOW vELOCI'LY, FPS = 0.65 1.03 0.46
••• F1'OW DISTRIBUTION(8) = 66-60 23.48 9.93
REACN.,. n-VAI,UE = M'n 0.0377 0.0500 0.0363
- COWAN M 1.0000 1.0000 1.0000
TAHLE HA- 23. CAOSS SECTION ID- 23.000
•`•• Q 246.0 43.421 43.430 0.009 1.OB1 404 . 69 41.49
"• FLOiJ VELOCITY, FPS = 0.71 0.92 0.51
•'• F'I,Ow DISTRIBUTION(9) = 65.48 24 .11 10 02
' REACN_.. n-VAI,IIE = M*n 0.0380 0.0500 0.0364
COWAN M 1.0000 1.0000 1.0000
p
TABLE SA-1_ EHX - F"L,OOGIE SITE - REACH 3
ACCUMUTATED ACRE-FEET ENTERING AND LEAVING SEQMENT M 1
(Multiply by 1233.48 to get Cubic Me tere)
....??...a•...aa...•?a.. u ?...?.?.???.?•a .....?.. .?u
TIME ENTRY • SAND •
DAYS POINT • IN"FLOW OUTFT.OW TRAP EFF•
12.00 23.000• 0.00 +
TOTAL= 1.000• 0.00 O.OG -11.65+
. .?a...??•.a..w???.?a?a.i.???a?u ???a??.R? ?..????. a??????..•
TABLE SB-1. TOTAL: LOAD B Y SZZE CLASS IN TONS/DAY
FINEST 20 COARSESP PAATZCLE SIZ ES
SEDLMENT INFLOW: CP= 2
SAND AND/OR GRAVEL-- 3- 1.0 0 .6 0.6 0,4 0.0
SeDSMENT OUTFLAW.CP= 1
SAND AND/OR CRAVEL-- 16. 0.1 12. 9 1.7 0.9 0.0
TABLE SB-2: SEQXENP 1 STATUS OF THE BED
"_______ "'__'____ PROFILE
' AT TSME = 12.00000 DAYS '

SECTION AvG BED WS ELEV THAI.WEG __'_____
Q ____"'____"__
SEDIMENT LO ___"
AD ZN "____'__
TONS/DAY
ID NO CFiANGE FEET F'EET CFS SAND
23.000 -0.02 03.42 40.10 246. 2.
22.000 -0-15 43.41 38.76 246. 12.
21.000 -0.08 E3.38 40.03 216. 7.
20.000 -0.21 43.36 39.36 246. 9.
19.000 -0.19 43.34 40 _13 246_ 9.
18.000 -0.28 43.32 39.15 246. 10.
17.000 -0 -29 73.28 39.92 246. 16.
- 16.000 -0.23 43.21 38.97 246. 21.
15.000 -0 .17 43.18 40.15 246. 29.
16.000 -0 .48 43.14 39.16 246. 22-
13.000 -0.19 03.13 39.89 246. 13.
12.000 -0.08 43.09 39.26 246. 17.
11 .000 -0.16 43.07 39.05 246. 18.
10.000 0.00 42.99 40 _18 246. 14.
9.000 -0.17 42-98 39.45 246. 12.
8.000 -0.09 E2.93 39.52 246. 15.
7.000 -0.50 42.09 38-76 246. 15.
6.000 -0_26 42-87 39.55 246. 21.
5.000 0 .21 42-84 39.88 246. 16.
4.000 -0.31 42.79 39.85 246. 19.
3.000 0.09 42.78 39.69 216. 16.
2.000 -0.20 42.75 36.91 246. 13.
1.000 -0.30 42.73 39.47 246. 16.
•
C:\HEC6T\Projects\Floogie\R3 WJJ PAOFILE.T6 - 8
1 i.l
2 05/30/2007 10:13:40.294 AM
• 3
4 ***??*********?*r***+++***+.•:***+****?*****r++++***?**?+?*?•
* SEDIMENTATION IN STREAM NETWORKS (HEC-6T) *
5 * BY *
6 * William A. Thomas *
7 * •
g * +
g ,r *
10 * VERSION 5.13.22.06 (052006x0900-Patch6) May 20, 2006 *
11 * A MODIFICATION OF *
12 * VERSION 4.00.00 January 01, 1994 *
13 * *
14 * COPYRIGHT (c) 2002, MBH SOFTWARE, INC. *
15 * P.O.BOX 264 TELEPHONE [phone] *
16 * CLINTON, MISSISSIPPI 39060 FAX [phone] *
17 * e-mail [e-mail] *
18 +*??*?+??**?**,r***,r,r****+*,r*+*+***+*,r,r+*?+*****??*:*++****+,r*
19
20
21
22 *?**,r*,r*+*,r*+**,r*???*****,r**++*,r,r,r*****,r,r******+*?**+**?****+
23 * Disclaimer: *
24 * This computer program was written for use by engineers *
25 * and scientist who are competent in the field of Sedimen- *
26 * tation Engineering. It provides a framework for perform- *
27 * ing Sedimentation Computations. *
28 * *
29 * *
30 * This Program and Documentation are provided "AS IS," with-*
31 * out warranty of any kind, either express or implied. All *
32 * warranties of any type respecting this program and/or the *
33 * documentation are hereby disclaimed by the author. *

? 34 * *
35 * William A. Thomas *
1 36 **,+*,r*?******,r,r,r******+***,r*,r****++******+?,r«**,r+*+****,r**?**
• 37
38 THIS PROGRAM IS DIMENSIONED FOR:
39 MAXIMUM NUMBER OF CROSS SECTIONS = 1200
40 MAXIMUM NUMBER OF CONTROL POINTS = 51
41 MAXIM[JM NUMBER OF SEQMENTS = 50
42 MAXIMUM NUMBER OF SEQMENTS JOINING A CONTROL POINT= 3
43 MAXIMUM NUMBER OF LOCAL INFLOW POINTS PER SE6MENT = 50
44 MA}CIMUM NUMSER OF CROSS SECTION (STA,ELEV) POINTS = 600
45 MAXIMUM NUMBER OF DREDGING SITES = 500
46 MAXIMUM NUMBER OF GRAIN SIZES = 20
47
48
49
50
51 TABLE GEO-1. GEOMETRIC MODEL FOR SEGMENT 1
52 T1 OOGIE-REACH4
53 T2 FT,OOGIE , REACH4
54 T3
55
56 SEGMENT NUMBER = 1
57
58
59 SECTION NO. 1 RIVER MII.E= 1.000
60
61 TAHLE GEO-6. REACH N-VALUES AT CROSS SECTION 1
62 1 STRIP NO 11 STRIP NO 21 STRIP NO 31
63 1 CONVEYANCE I EQUAL VEL. I CONVEYANCE 1
64 1 nj DEPTH I nj DEPTH I ni DEPTH 1
65 210.0501 0.910.0401 1.110.0501 0.91
66 410.0471 1.810.0401 2.210.0501 1.61
67 610.0501 2•710.0401 3.310.0411 2.71
68 810.0521 3.610.0401 4•310.0471 3.51
• 69 1010.0531 4.410.0401 5.410.0511 4.41
70 BEDIELEV=1 36.01ELEV=1 34.81ELEV=1 36.0
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71
72 INEFFECTIVE E'I.OW AREA REQUESTED BY X3-GARD. LEFT OVERHANK RIGHT OVERSANK
• 73
74 STA #
INEFF'ECTIVE ELEVATION 5
36.030 10
36.040
75
76
77 SECTION NO. 2 RIVER MILE= 2.000
78
79 TABLE GEO-6. REACH N-VALUES AT CROSS SECTION 2
80 1 STRIP NO 11 STRIP NO 21 STRIP NO 31
81 1 CONVEYANCE I EQUAL VEL. I CONVEYANCE 1
82 I nj DEPTH I nj DEPTH I nj DEPTH 1
83 210.0511 0.610.0401 1.110.0371 1.11
84 410.0541 1.110.0401 2.210.0371 2.11
85 610.0551 1.710.0401 3.410.0231 3.21
86 810.0561 2.310.0401 4.510.0331 4.2I
87 1010.0571 2.810.0401 5.610.0411 5.31
BB BEDIELEV=1 38.01ELEV=1 34.61ELEV=1 35.0
89
90 INEFFECTIVE E'LOW AREA REQUESTED BY X3-CARD. LEFT OVERBANK RIGHT OVERBANK
91 STA # 5 12
92 INEFFECTIVE ELEVATION 37.960 38.070
93
94
95 SECTION NO. 3 RIVER MILE= 3.000
96
97 TABLE GEO-6. REACH N-VALUES AT CROSS SECTION 3
98 1 STRIP NO 11 STRIP NO 21 STRIP NO 31
99 1 CONVEYANCE I EQUAL VEL. I CONVEYANCE I
100 1 nj DEPTH I nj DEPTH I nj DEPTH I
101 210.0481 0.610.0401 1.210.0471 0.71
102 410.0511 1.110.0401 2.410.0491 1.41
103 610.0531 1.710.0401 3.710.0501 2.01
104 810.0531 2.310.0401 4.910.0521 2•7I
105 1010.0541 2.910.0401 6.110.0531 3.41
106 SEDIELEV=1 38.01EI.EV=1 34.11ELEV=l 37.4
• 107
108 INEFFECTIVE E'LOW AREA REQUESTED BY X3-CARD. LEFT OVERSANK RIGHT OVERBANK
109 STA # 6 15
110 INEFE'ECTIVE ELEVATION 38.540 38.700
111
112
113 SECTION NO. 4 RIVER MII.E= 4.000
114
115 TABLE GEO-6. REACH N-VALUES AT CROSS SECTION 4
116 1 STRIP NO 11 STRIP NO 21 STRIP NO 31
117 1 CONVEYANCE I EQUAL VEL. I CONVEYANCE 1
118 I nj DEPTH I nj DEPTH I nj DEPTH 1
119 210.0501 0.510.0401 1.210.0471 0.61
120 410.0511 1.110.0401 2.510.0451 1.21
121 610.0521 1.610.0401 3.710.0481 1.8I
122 810.0531 2.210.0401 5.010.0491 2.41
123 1010.0531 2.710.0401 6.210.0501 3.01
124 BEDIELEV=1 38.31ELEV=1 34.21ELEV=l 38.1
125
126 INEFFECTIVE FLOW AREA REQUESTED BY X3-CARD. LEFT OVERHANK RIGHT OVERBANK
127 STA # 5 14
126 INEFFECTIVE ELEVATION 38.740 38.890
129
130
131 SECTION NO. 5 RIVER MII.E= 5.000
132
133 TABLE GEO-6. REACH N-VALUES AT CROSS SECTION 5
134 1 STRIP NO 11 STRIP NO 21 STRIP NO 31
135 1 CONVEYANCE I EQUAL VEL. I CONVEYANCE 1
136 1 nj DEPTH I nj DEPTH I nj DEPTH 1
137 2I0.0461 0.610.0401 1.110.0461 0.61
138 410.049, 1.210.0401 2.310.0451 1.21
• 139 610.0511 1.810.0401 3.410.0471 1.91
140 610.0511 2.410.0401 4.610.0501 2.51
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141 1010.0521 3.010.0401 5.710.0521 3.11
142 BEDIELEV=l 38.21ELEV=i 34.91ELEV=l 38.0
? 143
144
INEFFECTIVE FLOW AREA REQUESTED BY X3-CARD. LEFT OVERSANK
RIGHT OVERBANK
145 STA # 7 15
146 INEFF'ECTIVE ELEVATION 36.730 39.030
147
148
149 SECTION NO. 6 RIVER MILE= 6.000
150
151 TABLE GEO-6. REACH N-VALUES AT CROSS SECTION 6
152 1 STRIP NO 11 STRIP NO 21 STRIP NO 31
153 I CONVEYANCE I EQUAL VEL. I CONVEYANCE 1
154 I nj DEPTH 1 nj DEPTH I nj DEPTH 1
155 210.0471 0.610.0401 1.210.0471 0.61
156 410.0541 1.210.0401 2.410.0481 1.11
157 610.0561 1.810.0401 3.510.0501 1.71
158 810.0581 2.310.0401 4.710.0521 2.31
159 1010.0581 2.910.0401 5.910.0531 2•81
160 BEDIELEV=l 38.11ELEV=l 34.61ELEV=l 38.2
161
162 INEFFECTIVE FLOW AREA REQUESTED BY X3-CARD. LEFT OVERHANK RIGHT OVERHANK
163 STA # 5 11
164 INEFF'ECTIVE ELEVATION 38.120 38.230
165
166
167 SECTION NO. 7 RIVER MILE= 7.000
168
169 TABLE GEO-6. REACH N-VALUES AT CROSS SECTION 7
170 I STRIP NO 11 STRIP NO 21 STRIP NO 31
171 1 CONVEYANCE I EQUAL VEL. I CONVEYANCE 1
172 1 nj DEPTH I nj DEPTH I nj DEPTH 1
173 210.0461 0.510.0401 1.210.0511 0.51
174 410.0501 1.010.0401 2.410.0531 1.01
175 610.0531 1.510.0401 3.610.0571 1.61
176 810.0541 2.110.0401 4.610.0581 2.11
• 177 1010.0551 2.610.0401 6.010.0591 2•61
178 BEDIELEV=l 38.61ELEV=l 34.61ELEV=l 36.6
179
180 INEFFECTIVE FLOW AREA REQUESTED BY X3-CARD. LEFT OVERBANK RIGHT OVERBANK
181 STA # 7 16
162 INEFF'ECTIVE ELEVATION 38.920 39.110
183
164
185 SECTION NO. 8 RIVER MII.E= 8.000
186
187 TABLE GEO-6. REACH N-VALUES AT CROSS SECTION 8
188 I STRIP NO 11 STRIP NO 21 STRIP NO 31
189 I CONVEYANCE I EQUAL VEL. I CONVEYANCE 1
190 1 nj DEPTH I nj DEPTH I nl DEPTH I
191 210.0481 0.610.0401 1.110.0461 0.61
192 410.0481 1.110.0401 2.210.0461 1.31
193 610.0511 1.710.0401 3.310.0481 1.91
194 810.0521 2.310.0401 4.410.0511 2.51
195 1010.0521 2•910.0401 5.510.0521 3.11
196 BEDIELEV=l 38.51ELEV=l 35.41ELEV=l 38.2
197
196 INEFFECTIVE FLOW AREA REQUESTED BY X3-CARD. LEFT OVERBANK RZGHT OVERSANK
199 STA # 8 17
200 INEFFECTIVE ELEVATION 39.600 38.960
201
202
203 SECTION NO. 9 RIVER MILE= 9.000
204
205 TABLE GEO-6. REACH N-VALUES AT CROSS SECTION 9
206 1 STRIP NO 11 STRIP NO 21 STRIP NO 31
207 1 CONVEYANCE I EQUAL VEL. I CONVEYANCE I
208 1 nl DEPTH I nl DEPTH I nj DEPTH 1
• 209 210.0461 0.610.0401 1.210.0471 0.61
210 410.0501 1.110.0401 2.310.0491 1.11
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211 610.0531 1.710.0401 3.510.0491 1.71
212 810.0551 2.310.0401 4.710.0521 2.31
? 213
214 1010.0551
BEDIELEV=l 2.910.0401 5.810.0541
38.61ELEV=l 35.01ELEV=1 2•61
38.6
215
216 INEFFECTIVE FLOW AREA REQUESTED BY X3-CARD. LEFT OVERBANK RIGHT OVERSANK
217 STA # 7 16
218 INEFE'ECTZVE EI.EVATION 39.220 39.190
219
220
221 SECTION N0. 10 RIVER MII.E= 10.000
222
223 TABLE GEO-6. REACH N-VALUES AT CROSS SECTION 10
224 1 STRIP NO 11 STRIP NO 21 STRIP NO 31
225 I CONVEYANCE I EQUAL VEL. I CONVEYANCE 1
226 1 nj DEPTH I ni DEPTH I nj DEPTH 1
227 210.0511 0.510.0401 1.110.0461 0.61
228 410.0541 1.010.0401 2.310.0491 1•21
229 610.0551 1.410.0401 3.410.0461 1.81
230 810.0561 1.910.0401 4.610.0481 2.41
231 1010.0561 2.410.0401 5.710.0501 2•91
232 BEDIELEV=1 39.11ELEV=l 35.11ELEV=l 38.5
233
234 INEFFECTIVE FZOW AREA REQUESTED BY X3-CARD. LEFT OVERSANK RIGHT OVERBANK
235 STA # 6 14
236 INEFFECTIVE ELEVATION 39.410 39.390
237
238
239 SECTION NO. 11 RIVER MILE= 11.000
240
241 TABLE GEO-6. REACH N-VALUES AT CROSS SECTION 11
242 1 STRIP NO 11 STRIP NO 21 STRIP NO 31
243 I CONVEYANCE I EQUAL VEL. I CONVEYANCE 1
244 1 nj DEPTH I ni DEPTH I ni DEPTH 1
245 210.0561 0.710.0401 1.610.0471 0.81
246 410.0601 1•410.0401 3.110.0481 1.51
? 247 610.0611 2.110.0401 4.710.0521 2.31
248 810.0611 2.610.0401 6.310.0531 3.01
249 1010.0621 3.510.0401 7.610.0541 3.61
250 SEDIEI.EV=l 39.51ELEV=l 34.31ELEV=l 39.2
251
252 INEFFECTIVE FLOW AREA REQUESTED BY X3-CARD. LEFT OVERSANK RIGHT OVERBANK
253 STA # 7 16
254 INEFF'ECTIVE ELEVATION 39.510 39.460
255
256
257 SECTION NO. 12 RIVER MILE= 12.000
258
259 TASLE GEO-6. REACH N-VALUES AT CROSS SECTION 12
260 1 STRIP NO 11 STRIP NO 21 STRIP NO 31
261 1 CONVEYANCE I EQUAL VEL. I CONVEYANCE 1
262 1 nj DEPTH I nj DEPTH I nj DEPTH 1
263 210.0521 0.910.0401 1.910.0491 1.01
264 410.0541 1.910.0401 3.910.0521 1.91
265 610.0541 2.810.0401 5.810.0541 2.91
266 810.0551 3.610.0401 7.710.0541 3.81
267 1010.0561 4.710.0401 9.610.0551 4•81
268 BEDIELEV=1 39.51ELEV=l 33.61ELEV=l 39.5
269
270 INEFFECTIVE FZOW AREA REQUESTED BY X3-CARD. LEFT OVERSANK RIGHT OVERBANK
271 STA # 5 16
272 INEFE'ECTIVE EI.EVATION 39.990 40.070
273
274
275 SECTION N0. 13 RIVER MILE= 13.000
276
277 TABLE GEO-6. REACH N-VALUES AT CROSS SECTION 13
278 I STRIP NO 11 STRIP NO 21 STRIP NO 31
• 279 1 CONVEYANCE I EQUAL VEL. I CONVEYANCE 1
280 1 ni DEPTH I nj DEPTH I nj DEPTH I
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281 210.0591 0.710.0401 1.610.0521 0•7I
282 410.0621 1.510.0401 3.310.0551 1.5I
283 610.0651 2.210.0401 4.910.0531 2•21
• 284 810.0661 3.010.0401 6.510.0561 2.91
285 1010.0671 3.710.0401 8.110.0561 3.61
286 BEDIELEV=l 39.41ELEV=l 34.01ELEV=1 39.5
287
288 INEFFECTIVE EZOW AREA REQUESTED BY X3-CARD. LEFT OVERBANK RIGHT 0VERBANK
289 STA # 4 13
290 INEFFECTIVE ELEVATION 39.800 39.560
291
292
293 SECTION NO. 14 RIVER MILE= 14.000
294
295 TABLE GEO-6. REACH N-VALUES AT CROSS SECTION 14
296 1 STRIP NO 11 STRIP NO 21 STRIP NO 31
297 1 CONVEYANCE I EQUAL VEL. I CONVEY ANCE 1
298 1 ni DEPTH I nj DEPTH I ni DEPTH 1
299 210.0511 0.810.0401 1.710.0551 0•7I
300 410.0521 1.610.0401 3.310.054I 1.5I
301 610.0531 2.410.0401 5.010.0571 2.21
302 610.0541 3.110.0401 6.610.0581 3.01
303 1010.0541 3.910.0401 8.310.0581 3.71
304 BEDIELEV=1 39.61ELEV=l 34.41ELEV=l 39.8
305
306 INEFFECTIVE FLOW AREA REQUESTED BY X3-CARD. LEFT OVERBANK RIGHT OVERBANK
307 STA # 5 14
308 INEFF'ECTIVE ELEVATION 39.830 39.940
309
310
311 SECTION NO. 15 RIVER MILE= 15.000
312
313 TAHLE GEO-6. REACH N-VALUES AT CROSS SECTION 15
314 1 STRIP NO 11 STRIP NO 21 STRIP NO 31
315 , CONVEYANCE I EQUAL VEL. I CONVEYANCE I
• 316 I nj DEPTH I nj DEPTH 1, nj DEPTH 1
317 210.0571 1.010.0401 2.010.0491 1.01
318 410.0581 2.110.0401 4.010.0501 2•0I
319 610.0591 3.110.0401 6.010.0511 3.1I
320 810.0591 4.210.0401 8.010.0521 4.1I
321 1010.0601 5.210.0401 10.010.0531 5.11
322 BEDJELEV=j 39.71ELEV=l 34.0IELEV=1 39.8
323
324 INEFFECTIVE FLOW AREA REQUESTED BY X3-CARD. LEFT OVERBANK RIGHT OVERHANK
325 STA # 7 15
326 INEFEBCTIVE ELEVATION 40.030 39.830
327
328
329 SECTION NO. 16 RIVER MILE= 16.000
330
331 TABLE GEO-6. REACH N-VALUES AT CROSS SECTION 16
332 1 STRIP NO 11 STRIP NO 21 STRIP NO 31
333 1 CONVEYANCE I EQUAL VEL. I CONVEYANCE 1
334 1 nj DEPTH I nj DEPTH I nj DEPTH 1
335 210.0551 1.110.0401 2.010.0511 1.11
336 4I0.0601 2.110.0401 4.010.0531 2.11
337 610.0621 3.210.0401 6.110.0551 3.21
338 810.0621 4.310.0401 8.110.0551 4.3I
339 1010.0631 5.410.0401 10.110.0561 5.4I
340 BEDIELEV=l 39.71ELEV=l 34.0IELEV=j 39.7
341
342 INEFE'ECTIVE FLOW AREA REQUESTED BY X3-CARD. LEFT OVERBANK RIGHT OVERBANK
343 STA # 4 13
344 INEFF'ECTIVE ELEVATION 39.970 40.060
345
346
347 SECTION NO. 17 RIVER MII,E= 17.000
• 348
349
TABLE GEO-6. REACH N-VALUES AT CROSS SECTION 17
350 1 STRIP NO 11 STRIP NO 21 STRIP NO 31
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351 1 CONVEYANCE I EQUAL VEL. I CONVEYANCE 1
352 I nl DEPTH I nj DEPTH I ni DEPTH 1
353 210.0551 0.710.0401 1.610.0471 0.71
• 354 410.0561 1.310.0401 3.210.0461 1.41
355 610.0571 2.010.0401 4.910.0481 2.11
356 810.0571 2.710.0401 6.510.0491 2•71
357 1010.0571 3.310.0401 8.110.0501 3•41
358 BEDIELEV=1 40.0IEI.EV=1 34.31ELEV=l 39.9
359
360 INEFFECTIVE FLOW AREA REQUESTED BY X3-CARD. LEFT OVERSANK RIGHT OVERSANK
361 STA # 6 15
362 INEFFECTIVE ELEVATION 40.000 39.880
363
364 NU[IDER OF CROSS SECTIONS IN SEQMENT = 17
365 ACCUMULATED NO. OF X-SECTIONS IN MODEL = 17
366
367 END OF GEOMETRIC DATA
368
369 NO. OF INPUT DATA MESSAGES = 0
370
371 TABLE GEO-5. NETWORK STRUCTURE.
372
373 1 SEGMENT I CONTROL POINTS I NUMBER OF IMAP 4W & WT I
374 1 NO. I DOWNSTREAM I UPSTREAM I LOCAI. INFLOW ? TO ?
375 I I I I POINTS ? SE(3MENT NO I
376 1 I NO. I TYPEI NO. ( TYPEI QT QP QL QFIQ FLDISEG NOI
--- -- 1
377 1
378 I 1 I 11 11 21 31 0 0 0 0l I I
379 I I I I I I I 11 11
380 ?
381 TABLE SED-1. SEDIMENTARY DATA
382 1
383 T4 x
384 T5 x two sediment samples were taken of the stream bed on Reach 4
385 T6 x survey date: May 2006
386 T7 x
. 367 I1 20 0 1 0 0 0
388 12 CLAY 0
389 13 SILT 1 2 4
390
391 NO I1-RECORD. PROGRAM ASSUMED THE FOLLOWING:
392
393 SEDIMENT PARAMETER DATA
394 I1 SPI IBG MNQ SPGF ACGR NFALL IBSHER
395 20. 0 1 1.000 32.174 2 1
396
397
398 SAND (AND LARGER) SIZES ARE PRESENT
399
400 MTC IASA LASA SPGS GSF BSAE PSI iJWDLB
401 14 B 1 6 2.650 0.667 0.500 30.000 93.000
402
403
404
405 TABLE SED-2. FOLLOWING GRAIN SIZES UTILIZED
406 CLASS INTERVAL : MEDIAN :SHAPE: SP WT : COVER . SP WT :CLASS : Y/D :
407 --:------ :-------- : DIA : FAC.:INACTIVE: LAYER : ACTIVE: # :RATIO:
408 . . . . : LAYER : COEF. . LAYER : . .
409 # : (MM) : (FT) . (FT) . : TON/CF :SQFT/TON : TON/CF: . .
410
411 0.0625 0.000205
412 1 SAND SIZE= 0.000290 0.7 0.0465 37060.2 0.0465 3 1.00
413 0.1250 0.000410
414 2 SAND SIZE= 0.000580 0.7 0.0465 18540.1 0.0465 3 1.00
415 0.2500 0.000820
416 3 SAND SIZE= 0.001160 0.7 0.0465 9270.05 0.0465 3 0.40
917 0.5000 0.001640
418 4 SAND SIZE= 0.002320 0.7 0.0465 4635.03 0.0465 3 0.09
. 419 1.0000 0.003281
420 5 SAND SIZE= 0.004640 0.7 0.0465 2317.51 0.0465 3 0.09
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421 2.0000 0.006562
422 6 GRAVEL = 0.009260 0.7 0.0465 1158. 76 0.0 465 3 0.09
• 423
424 4. 0.013123
425
426 TRANSPORT FUNCTION IS - - COLBY MTC = 8
427
428
429 TAHLE SED- 3. Q-QS RATING TASLE
430 THIS SEDIMENT DISCHARGE TABLE CONTAINS 9 WATER D ISCHARGES.
431 IT IS FOR SEQMENT NUMBER 1
432 AT CONTROL POINT NO. 2
433 LOAD BY GRAIN SIZE CLASS, TONS/ DAY
434
435 LQ * 20.0000 * 40.0000 * 50.0000 * 1 00.000 * 150.000 * 200.000 * 250.000 * 300
436 LF VFS *0 .965707E-01*0 .203598 *0.258342 *0. 542518 *0 .837766 * 1.13978 * 1.44733 * 1.7
437 LF FS *0 .177724E-01*0 .374692E -01*0.475440E-01*0. 998424E-01*0 .154178 *0.209760 *0.266360 *0.32
438 LF MS *0 .207397E-01*0 .437251E -01*0.554820E-01*0. 116512 *0 .179920 *0.244781 *0.310831 *0.37
439 LF CS *0 .100794E-01*0 .212502E -01*0.269640E-01*0. 566244E-01*0 .674404E-01*0.118963 *0.151063 *0.18
440 LF VCS *0 .533800E-02*0 .112540E -01*0.142800E-01*0. 299880E-01*0 .463080E-01*0.630020E- 01*0.800020E-01*0.97
441 LF VFG *0 .117750E-02*0 .248250E -02*0.315000E-02*0. 661500E-02*0 .102150E-01*0.138975E- 01*0.176475E-01*0.21
442 ---------- ------- --- ---------- ---------- ---------- -------- -- ---------- --
443 SUM=*0 .151678 *0 .319779 *0.405762 *0. 852100 * 1.31583 * 1.79018 * 2.27323 * 2.7
444
445
446
447 TABLE SED- 4. CROSS SECTION LOCATIONS
446 SEC NO. REACH INITIAL BED ELEVATIONS ACCUMULATED CNANNEL DISTANCE
449 LENGTH LEFT SIDE THALWEG RIGHT SIDE FROM DOWNSTREAM
450 E'EET MILES
451
452 51.99
453 1.000 41.24 34.84 41.26 0.0 0.000
454 51.99
455 2.000 41.25 34.62 41.26 52.0 0.010
456 100.65
? 457 3.000 41.32 34.14 41.36 152.6 0.029
456 197.87
459 4.000 41.52 34.17 41.45 350.5 0.066
460 199.01
461 5.000 41.50 34.88 41.65 549.5 0.104
462 197.41
463 6.000 41.50 34.57 41.52 746.9 0.141
464 203.72
465 7.000 41.57 34.60 41.64 950.6 0.160
466 177.24
467 8.000 41.87 35.36 41.89 1127.9 0.214
468 220.24
469 9.000 41.89 35.01 41.88 1348.1 0.255
470 189.78
471 10.000 41.87 35.10 41.89 1537.9 0.291
472 213.90
473 11.000 43.62 34.31 42.66 1751.8 0.332
474 193.38
475 12.000 44.03 33.61 45.06 1945.2 0.368
476 192.01
477 13.000 43.70 34.04 43.46 2137.2 0.405
476 208.99
479 14.000 43.89 34.39 44.20 2346.2 0.444
480 99.16
481 15.000 44.02 33.95 45.86 2445.3 0.463
482 99.14
483 16.000 46.00 33.96 45.90 2544.5 0.482
484 101.16
465 17.000 43.90 34.30 43.40 2645.6 0.501
466
487
4118 TABLE SED- 5. GRADATION OF BED SEDIMENT RESERVOIR FROM PF-RECORDS.
? 489 SEC NO. SAE DMAX DXPI XPI PI () PI () PI () PI () PI ()
490 PI ( ) PI ( ) PI ( ) PI ( ) PI ( )
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491 1 1.0000 0.0098 0.0096 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
492 0.0075
• 493
494 2 1.0000 0.0098 0.0098 0.0000 0.6165
0.0075 0.1132 0.1320 0.0642 0.0340
495 3 1.0000 0.0098 0.0098 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
496 0.0075
497 4 1.0000 0.0098 0.0098 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
496 0.0075
499 5 1.0000 0.0098 0.0098 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
500 0.0075
501 6 1.0000 0.0098 0.0098 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
502 0.0075
503 7 1.0000 0.0098 0.0098 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
504 0.0075
505 8 1.0000 0.0098 0.0098 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
506 0.0075
507 9 1.0000 0.0098 0.0096 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
508 0.0075
509 10 1.0000 0.0096 0.0096 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
510 0.0075
511 11 1.0000 0.0096 0.0098 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
512 0.0075
513 12 1.0000 0.0096 0.0098 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
514 0.0075
515 13 1.0000 0.0096 0.0098 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
516 0.0075
517 14 1.0000 0.0096 0.0098 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
518 0.0075
519 15 1.0000 0.0098 0.0096 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
520 0.0075
521 16 1.0000 0.0098 0.0098 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
522 0.0075
523 17 1.0000 0.0096 0.0098 0.0000 0.6165 0.1132 0.1320 0.0642 0.0340
524 0.0075
525
526
• 527 ACTIVE DEPOSITS, WT. IN TONS
526
529 NONE SPE CIFIED, ASSUMED ZERO
530
531
532 TABLE SED-8. DIMENSIONS OF BED 5EDIMENT CONTROL VOLUMES, E'EET.
533 SEGhIENT # 1: OOGIE-REACH4
534 SEC. NO. * LENGTH * MAX. WIDTH * DEPTH * V O L U M E *
535 * CU. FT. * CU. YD. *
536
537 1 * 25.9950 * 132.297 * 10.0000 * 34390.7 * 1273.73 *
538 2 * 76.3200 * 189.846 * 10.0000 * 144891. * 5366.32 *
539 3 * 149.260 * 207.385 * 10.0000 * 309543. * 11464.5 *
540 4 * 198.440 * 199.337 * 10.0000 * 395564. * 14650.5 *
541 5 * 198.210 * 225.534 * 10.0000 * 447031. * 16556.7 *
542 6 * 200.565 * 212.271 * 10.0000 * 425740. * 15768.2 *
543 7 * 190.460 * 227.202 * 10.0000 * 432774. * 16028.7 *
544 B * 198.740 * 244.837 * 10.0000 * 486590. * 18021.8 *
545 9 * 205.010 * 258.452 * 10.0000 * 529853. * 19624.2 *
546 10 * 201.840 * 234.941 * 10.0000 * 474205. * 17563.1 *
547 11 * 203.640 * 201.948 * 10.0000 * 411246. * 15231.4 *
548 12 * 192.695 * 196.243 * 10.0000 * 378151. * 14005.6 *
549 13 * 200.500 * 194.721 * 10.0000 * 390416. * 14459.8 *
550 14 * 154.075 * 180.472 * 10.0000 * 278062. * 10298.6 *
551 15 * 99.1500 * 172.593 * 10.0000 * 171126. * 6337.99 *
552 16 * 100.150 * 162.043 * 10.0000 * 162266. * 6010.58 *
553 17 * 50.5800 * 173.827 * 10.0000 * 87921.9 * 3256.37 *
554
555 END OF S EDIMENT DATA
556
557 NO. OF INPUT DATA MESSAGES = 0
558 1
• 559 ?
560 $HYD
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561
562 BEGIN HYDRAULIC CALCU7.ATIONS.
? 563
564 TOLERANCE FOR WATER SURFACE PROFILE CONVERGENCE: 0.05000 FT
565
566 $SMOOTH ON 1
567 SMOOTH AFTER THIS EVENT AND AFTER EVERY 1 WATER SURFACE PROFILES.
568
569 USE THE FOLLOWING PROPERTIES TO TEST FOR SLOPE FAILURES.
570 VALUE BY SEGMENT
571 PROPERTY I DEFAULT ISEQMENT 1 1SEQIENT
572 ISOIL FRICTION ANGI.E, DEG 1 16.2601 18.2601
573 ICRITICAL SAE'ETY FACTOR 1 1.0001 1.0001
574 * AB EVENT 1
575
576 TABLE HYD-1. NETWORK WATER DISCHARGES AND TEMPERATURES.
577 I SEGMENT I CROSS ? NXSA I CROSS I WATER ? WATER ?
578 ? NO I SECTION NOI I SECTION I DISCHARGE I TEMPERATUREI
0
r?
? J
579 GIE-REACH4
50.0001
50.0001
50.0001
50.0001
50.0001
50.0001
50.0001
50.0001
50.0001
50.0001
50.0001
50.0001
50.0001
50.0001
50.0001
50.0001
50.0001
610 **** DISCHARGE WATER ENERGY VELOCITY AI,PHA TOP AVG BED
611 CFS SURFACE LINE HEAD WIDTH ELEV
580 1 1 I 1 I 1 1 1.0001 45.0001
581 I 1 I 2 I 2 I 2.0001 45.0001
562 I 1 I 3 I 3 ? 3.0001 45.0001
583 I 1 I 4 ( 4 I 4.0001 45.0001
564 1 1 ? 5 ? 5 ? 5.0001 45.0001
585 1 1 ? 6 ? 6 I 6.0001 45.0001
586 I 1 I 7 I 7 I, 7.0001 45.0001
587 1 1 ? 8 I 8 I 8.0001 45.0001
588 I 1 I 9 I 9 I 9.0001 45.0001
589 I 1 ? 10 ? 10 ? 10.0001 45.0001
590 I 1 ? 11 ? 11 I 11.0001 45.0001
591 I 1 I 12 I 12 ? 12.0001 45.0001
592 I 1 I 13 I 13 ? 13.0001 45.0001
593 I 1 I 14 I 14 ? 14.0001 45.0001
594 I 1 ? 15 I 15 ? 15.0001 45.0001
595 I 1 ? 16 I 16 I 16.0001 45.0001
596 1 1 ? 17 ? 17 I 17.0001 45.0001
597 ?
598 EVENT 1 WSP# 1 EVENT 1
599 T1 OOGIE-REACH4
600 T2 FLOOGIE REACH4
601 T3
602
603
604 BOUNDARY CONDITION DATA, SEQMENT NO. 1 CP NO. 1
605 WATER DISCHARGE= 45.00
606 ELEVATION= 40.720
607 TEMPERATURE= 50.000
608 FLOW DURATION(DAYS) 10.0000
609
612
613 TASLE HA- 1. CROSS SECTION ID. 1.000
614 **** Q 45.0 40.720 40.720 0.000 1.305 104.57
615 *** FLOW VELOCITY, FPS = 0.12 0.22 0.11
616 *** FLOW DISTRIBUTION($) = 46.77 32.06 21.18
617 REACH... n-VALUE = M*n 0.0518 0.0400 0.0436
618 COWAN M 1.0000 1.0000 1.0000
619
620 TABLE HA- 2. CROSS SECTION ID. 2.000
621 **** Q 45.0 40.720 40.721 0.000 1.281 186.46
622 *** FLOW VELOCITY, FPS = 0.06 0.10 0.12
623 *** FLOW DISTRIBUTION($) = 24.80 21.56 53.64
624 REACH... n-VALUE = M*n 0.0566 0.0400 0.0263
625 COWAN M 1.0000 1.0000 1.0000
626
627 TABLE HA- 3. CROSS SECTION ID. 3.000
628 **** Q 45.0 40.721 40.721 0.000 1.146 208.96
629 *** FLOW VELOCITY, FPS = 0.07 0.12 0.08
630 *** FZOW DISTRIBUTION(%) = 30.43 24.21 45.36
35.35
36.50
36.77
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631 REACH... n-VALUE = M*n 0.0533 0.0400 0.0524
632 COWAN M 1.0000 1.0000 1.0000
• 633
634
TAHLE HA- 4. CROSS SECTION
ID.
4.000
635 **** Q 45.0 40.721 40.721 0.000 1.225 185.90 36.44
636 *** FLOW VELOCITY, FPS = 0.09 0.17 0.10
637 *** FLOW DISTRIBUTION(%) = 27.21 25.04 47.75
638 REACH... n-VALUE = M*n 0.0527 0.0400 0.0493
639 COWAN M 1.0000 1.0000 1.0000
640
641 TABLE HA- 5. CROSS SECTION ID. 5.000
642 **** Q 45.0 40.722 40.722 0.000 1.228 225.49 36.57
643 *** FLOW VELOCITY, FPS = 0.06 0.15 0.08
644 *** FLOW DISTRIBUTION($) = 39.32 23.34 37.34
645 REACH... n-VALUE = M*n 0.0512 0.0400 0.0487
646 COWAN M 1.0000 1.0000 1.0000
647
648 TABLE HA- 6. CROSS SECTION ID. 6.000
649 **** Q 45.0 40.722 40.723 0.000 1.522 194.69 36.10
650 *** FLOW VELOCITY, FPS = 0.09 0.21 0.10
651 *** FLOW DISTRIBUTION(%) = 27.31 29.16 43.53
652 REACH... n-VALUE = M*n 0.0573 0.0400 0.0508
653 COWAN M 1.0000 1.0000 1.0000
654
655 TABLE HA- 7. CROSS SECTION ID. 7.000
656 **** Q 45.0 40.724 40.724 0.000 1.506 218.69 36.13
657 *** FLOW VELOCITY, FPS = 0.10 0.21 0.09
658 *** FLOW DISTRIBUTION(%) = 39.68 28.01 32.31
659 REACH... n-VALUE = M*n 0.0534 0.0400 0.0579
660 COWAN M 1.0000 1.0000 1.0000
661 ?
662
663 **** DISCHARGE WATER ENERGY VELOCITY ALPHA TOP AVG BED
664 CFS SURFACE LINE HEAD WIDTH ELEV
665
666 TABLE HA- B. CROSS SECTION ID. 8.000
? 667 **** Q 45.0 40.724 40.725 0.000 1.302 235.65 36.42
668 *** FLOW VELOCITY, FPS = 0.08 0.17 0.09
669 *** FLOW DISTRIBUTION(%) = 39.31 23.74 36.95
670 REACH... n-VALUE = M*n 0.0514 0.0400 0.0489
671 COWAN M 1.0000 1.0000 1.0000
672
673 TABLE HA- 9. CROSS SECTION ID. 9.000
674 **** Q 45.0 40.725 40.726 0.000 1.460 252.86 36.11
675 *** FLOW VELOCITY, FPS = 0.06 0.16 0.08
676 *** FLOW DISTRIBUTION($) = 42.16 26.85 30.99
677 REACH... n-VALUE = M*n 0.0537 0.0400 0.0493
676 COWAN M 1.0000 1.0000 1.0000
679
660 TABLE HA- 10. CROSS SECTION ID. 10.000
681 **** Q 45.0 40.726 40.727 0.000 1.546 216.21 36.11
682 *** FLOW VELOCITY, FPS = 0.06 0.21 0.11
683 *** FLOW DISTRIBUTION(%) = 19.76 33.72 46.52
684 REACH... n-VALUE = M*n 0.0550 0.0400 0.0466
685 COWAN M 1.0000 1.0000 1.0000
686
687 TABLE HA- 11. CROSS SECTION ID. 11.000
688 **** Q 45.0 40.728 40.729 0.001 2.192 175.18 35.82
689 *** FLOW VELOCITY, FPS = 0.11 0.36 0.13
690 *** FLOW DISTRIBUTION(%) = 21.07 57.74 21.19
691 REACH... n-VALUE = M*n 0.0577 0.0400 0.0476
692 COWAN M 1.0000 1.0000 1.0000
693
694 TABLE HA- 12. CROSS SECTION ID. 12.000
695 **** Q 45.0 40.731 40.732 0.001 1.796 166.55 36.98
696 *** FLOW VELOCITY, FPS = 0.11 0.32 0.12
697 *** FLOW DISTRIBUTION(%) = 13.80 64.96 21.24
698 REACH... n-VALUE = M*n 0.0518 0400
0 0
0492
• 699 COWAN M 1.0000 .
1.0000 .
1.0000
700
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701 TABLE HA- 13. CROSS SECTZON ID. 13.000
702 **** Q 45.0 40.734 40.736 0.002 2.240 155.35 36.41
? 703
704 *** FLOW VELOCITY, FPS =
*** F'LOW DISTRIBUTION($) = 0.11
17.50 0.40
66.08 0.12
16.42
705 REACH... n-VALUE = M*n 0.0600 0.0400 0.0537
706 COWAN M 1.0000 1.0000 1.0000
707
708 TABLE HA- 14. CROSS SECTION ID. 14.000
709 **** Q 45.0 40.738 40.740 0.002 2.086 140.94 36.14
710 *** FLOW VELOCITY, FPS = 0.13 0.42 0.09
711 *** FLOW DISTRIBUTION(%) = 16.10 76.60 7.30
712 REACH... n-VALUE = M*n 0.0514 0.0400 0.0549
713 COWAN M 1.0000 1.0000 1.0000
714
715 TABLE HA- 15. CROSS SECTION ID. 15.000
716 **** Q 45.0 40.740 40.743 0.002 2.255 148.96 35.57
717 *** FLOW VELOCITY, FPS = 0.12 0.44 0.11
718 *** FLOW DISTRIBUTION(%) = 15.35 75.32 9.34
719 REACH... n-VALUE = M*n 0.0567 0.0400 0.0486
720 COWAN M 1.0000 1.0000 1.0000
721
722 TABLE HA- 16. CROSS SECTION ID. 16.000
723 **** Q 45.0 40.743 40.745 0.002 1.875 113.97 35.43
724 *** FLOW VELOCITY, FPS = 0.11 0.42 0.11
725 *** FLOW DISTRIBUTION(%) = 6.91 83.21 9.87
726 REACH... n-VALUE = M*n 0.0552 0.0400 0.0507
727 COWAN M 1.0000 1.0000 1.0000
728 CI
729
730 **** DISCHARGE WATER ENERGY VELOCITY ALPHA TOP AVG BED
731 CFS SURFACE LINE HEAD WIDTH ELEV
732
733 TASLE HA- 17. CROSS SECTION ID. 17.000
734 **** Q 45.0 40.744 40.749 0.005 2.070 122.11 35.91
735' *** FLOW VELOCITY, FPS = 0.15 0.61 0.11
736 *** FLOW DISTRIBUTION(%) = 12.57 83.07 4.35
• 737 REACH... n-VALUE = M*n 0.0547 0.0400 0.0469
738 COWAN M 1.0000 1.0000 1.0000
739 0
740
741
742
743 TABLE SA-1. OOGIE-REACH4
744 ACCUMULATED ACRE-FEET ENTERING AND LEAVING SEC3MENT # 1
745 (Multiply by 123 3.48 to g et Cubic Meters)
746 ,r**+*r*****,r,r+r*?,r*t**,rr***,r* *+******* *,+*,r*?*+**** ****,r,r+,r*
747 * *
748 TIME ENTRY * SAND *
749 DAYS POINT * INFLOW OUTFLOW TRAP EFF*
750 10.00 17.000* 0.00 *
751 TOTAIr 1.000* 0.00 0.00 1.00*
752 * *
753 r**,t**,rr**,r,r*+**,r,t++*,r.•++*** +*++**.?+ ,t+t**+t**,r,t*?r ?*****rr*
754
755 TABLE SB-1. TOTAL: LOAD BY SIZE CLASS IN TONS/DAY
756 FINE ST TO COARSE ST PARTICLE SIZES
757 SEDIMENT INFLOW: CP= 2
758 SAND AND/OR GRAVEL= 0. 0.2 0. 0 0.0 0.0 0.0
759 0.0
760
761 SEDIMENT OUTFLOW:CF= 1
762 SAND AND/OR GRAVEL= 0. 0.0 0. 0 0.0 0.0 0.0
763 0.0
764
765
766 TABLE SB-2: SEC3MENT 1 STATUS OF THE BED PROFILE AT TIME = 10.00000 DAYS
767 ------------------------- ---- --------- ----------------- --------
768 SECTION AVG BED WS ELEV THALWEG Q SEDIMENT LOAD IN TONS/DAY
? 769 ID NO CHANGE FEET FEET CFS SAND
770 17.000 0.01 40.74 34.31 45. 0.
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771 16.000 0.00 40.74 33.98 45. 0.
772 15.000 0.00 40.74 33.95 45. 0.
. 773
774 14.000 0.00
13.000 0.00 40.74
40.73 34.39
34.04 45.
45. 0.
0.
775 12.000 0.00 40.73 33.61 45. 0.
776 11.000 0.00 40.73 34.31 45. 0.
777 10.000 0.00 40.73 35.10 45. 0.
778 9.000 0.00 40.73 35.01 45. 0.
779 8.000 0.00 40.72 35.36 45. 0.
780 7.000 0.00 40.72 34.60 45. 0.
781 6.000 0.00 40.72 34.57 45. 0.
782 5.000 0.00 40.72 34.88 45. 0.
783 4.000 0.00 40.72 34.17 45. 0.
784 3.000 0.00 40.72 34.14 45. 0.
785 2.000 0.00 40.72 34.62 45. 0.
786 1.000 0.00 40.72 34.84 45. 0.
787
788
789 TASLE SB-3. NETWORK SEGMENT NO 1
790 OOGIE-REACH4
791 ACCUMULATED INFLOWING WATER DISCFiARGE EROM DAY ZERO (ACRE FEET)
792
793 SEGdENT # 1
794
795 892.562
796
797 EVENT DURATION(DAYS) = 10. 00
798 RESIDENT TIME BY SEQMENT.
799 SEGMENT
800 NUMBER TIME(DAYS)
801
802 1 0.1441
803
804 $PLOTP TITLE _ "FLOOGIE XS ECS"
805 * AB EVENT .5
806 4 22
? 807 R 40.12
808 T 50
809 W 2
810 ?
811 * AB EVENT 2
812
813 TABLE HYD-1. NETWORK WATER DISCHARGES AND TEMPERATURES.
814 I SECMENT I CROSS ? NXSA I CROSS I WATER ? WATER ?
815 I NO I SECTION NOI I SEC TION I DISCHARGE I TEMPERATUREI
816 GIE-REACH4
817 ? 1 1 1 1.0001 151.0001 50.OOO1
818 ? 1 1 2 I 2 I 2.0001 151.0001 50.0001
819 ? 1 1 3 ? 3 1 3.0001 151.0001 50.0001
820 1 1 1 4 I 4 1 4.0001 151.0001 50.0001
821 1 1 1 5 1 5 1 5.0001 151.0001 50.0001
822 1 1 1 6 1 6 1 6.OOO1 151.0001 50.0001
823 I 1 1 7 1 7 I 7.0001 151.0001 50.0001
824 I 1 1 8 I 8 I 8.0001 151.0001 50.0001
825 I 1 I 9 I 9 I 9.0001 151.0001 50.0001
626 I 1 1 10 ? 10 1 10.0001 151.0001 50.0001
827 I 1 1 11 ? 11 I 11.0001 151.0001 50.0001
828 I 1 I 12 1 12 1 12.0001 151.0001 50.OOO1
829 1 1 1 13 ? 13 1 13.0001 151.0001 50.0001
830 I 1 1 14 ? 14 1 14.0001 151.0001 50.0001
831 1 1 1 15 I 15 1 15.0001 151.0001 50.0001
832 1 1 1 16 1 16 1 16.0001 151.0001 50.0001
833 1 1 1 17 ? 17 1 17.0001 151.0001 50.0001
834 ?
835 EVENT 2 WSP# 2 EVENT 2
836 T1 OOGIE-REACH4
837 T2 FLOOGIE REACH4
838 T3
. 839
840
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841 BOUNDARY CONDITION DATA, SEGMENT NO. 1 CP NO. 1
842 WATER DISCHARGE= 151.00
843 ELEVATION= 41
720
• 844 .
TEMPERATURE= 50.000
845 F'LOW DURATION(DAYS) 1.0000
646
847 **** DISCHARGE WATER ENERGY VELOCITY ALPHA TOP AVG BED
848 CFS SURFACE LINE HEAD WIDTH ELEV
849
850 TABLE HA- 1. CROSS SECTION ID. 1.000
851 **** Q 151.0 41.720 41.722 0.002 1.284 111.62 35.35
852 *** FLOW VELOCITY, FPS = 0.32 0.57 0.28
853 *** FLOW DISTRIBUTION($) = 47.74 28.61 23.65
854 REACH... n-VALUE = M*n 0.0529 0.0400 0.0460
855 COWAN M 1.0000 1.0000 1.0000
856
857 TABLE HA- 2. CROSS SECTION ID. 2.000
858 **** Q 151.0 41.722 41.723 0.001 1.160 193.73 36.50
859 *** FLOW VELOCITY, FPS = 0.16 0.27 0.25
860 *** FLOW DISTRIBUTION(%) = 28.99 20.89 50.12
861 REACH... n-VALUE = M*n 0.0567 0.0400 0.0331
862 COWAN M 1.0000 1.0000 1.0000
663
864 TASLE HA- 3. CROSS SECTION ID. 3.000
865 **** Q 151.0 41.723 41.724 0.001 1.105 212.48 36.77
866 *** FLOW VELOCITY, FPS = 0.17 0.27 0.19
867 *** FLOW DISTRIBUTION($) = 33.01 21.43 45.56
. 868 REACH... n-VALUE = M*n 0.0536 0.0400 0.0530
869 COWAN M 1.0000 1.0000 1.0000
870
871 TABLE HA- 4. CROSS SECTION ID. 4.000
672 **** Q 151.0 41.725 41.726 0.001 1.136 191.27 36.44
873 *** FLOW VELOCITY, FPS = 0.21 0.37 0.23
874 *** FLOW DISTRIBUTION($) = 29.55 20.26 50.19
875 REACH... n-VALUE = M*n 0.0531 0.0400 0.0499
876 COWAN M 1.0000 1.0000 1.0000
? 877
878 TASLE HA- 5. CROSS SECTION ID. 5.000
879 **** Q 151.0 41.728 41.729 0.001 1.157 234.53 36.57
860 *** E'LOW VELOCITY, FPS = 0.20 0.32 0.18
881 *** FLOW DISTRIBUTION(%) = 41.05 19.12 39.84
882 REACH... n-VALUE = M*n 0.0516 0.0400 0.0517
683 COWAN M 1.0000 1.0000 1.0000
884
885 TABLE HA- 6. CROSS SECTION ID. 6.000
886 **** Q 151.0 41.730 41.731 0.001 1.329 205.88 36.10
887 *** FLOW VELOCITY, FPS = 0.22 0.45 0.23
BBB *** FLOW DISTRIBUTION($) = 28.60 22.39 49,01
889 REACH... n-VALUE = M*n 0.0583 0.0400 0.0525
890 COWAN M 1.0000 1.0000 1.0000
891
892 TABLE HA- 7. CROSS SECTION ID. 7.000
893 **** Q 151.0 41.734 41.735 0.001 1.277 228.45 36.13
894 *** FLOW VELOCITY, FPS = 0.22 0.41 0.21
895 *** FLOW DISTRIBUTION(%) = 43.65 20.56 35.79
896 REACH... n-VALUE = M*n 0.0548 0.0400 0.0589
897 COWAN M 1.0000 1.0000 1.0000
898 ?
899
900 **** DISCFiARGE WATER ENERGY VELOCITY ALPHA TOP AVG BED
901 CFS SURFACE LINE HEAD WIDTH ELEV
902
903 TABLE HA- 8. CROSS SECTION ID. 8.000
904 **** Q 151.0 41.737 41.738 0.001 1.172 242.66 36.42
905 **? FT,OW VELOCITY, FPS = 0.19 0.34 0.20
906 *** FLOW DISTRIBUTION(%) = 43.13 18.19 36.68
907 REACH... n-VALUE = M*n 0.0523 0.0400 0.0513
908 COWAN M 1.0000 1.0000 1.0000
. 909
910 TABLE HA- 9. CROSS SECTION ID. 9.000
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911 **** Q 151.0 41.740 41.741 0.001 1.266 262.95 36.11
912 *** FLOW VELOCITY, FPS = 0.19 0.37 0.19
• 913
914 *** FLOW DISTRIBUTION('l) =
REACH... n-VALUE = M*n 45.34
0.0554 19.80
0.0400 34.87
0.0534
915 COWAN M 1.0000 1.0000 1.0000
916
917 TABLE HA- 10. CROSS SECTION ID. 10.000
918 **** Q 151.0 41.742 41.744 0.001 1.337 234.55 36.11
919 *** FLOW VELOCITY, FPS = 0.19 0.43 0.23
920 *** FLOW DISTRIBUTION(%) = 25.08 24.82 50.09
921 REACH... n-VALUE = M*n 0.0561 0.0400 0.0494
922 COWAN M 1.0000 1.0000 1.0000
923
924 TABLE HA- 11. CROSS SECTION ID. 11.000
925 **** Q 151.0 41.747 41.750 0.003 1.704 186.33 35.82
926 *** FLOW VELOCITY, FPS = 0.26 0.67 0.30
927 *** FLOW DISTRIBUTION(%) = 30.29 38.62 31.09
928 REACH... n-VALUE = M*n 0.0605 0.0400 0.0509
929 COWAN M 1.0000 1.0000 1.0000
930
931 TABLE HA- 12. CROSS SECTION ID. 12.000
932 **** Q 151.0 41.755 41.758 0.003 1.514 176.55 36.98
933 *** FLOW VELOCITY, FPS = 0.27 0.60 0.29
934 *** FLOW DISTRIBUTION(%) = 21.98 46.83 31.19
935 REACH... n-VALUE = M*n 0.0536 0.0400 0.0523
936 COWAN M 1.0000 1.0000 1.0000
937
938 TABLE HA- 13. CROSS SECTION ID. 13.000
939 **** Q 151.0 41.763 41.768 0.005 1.933 184.50 36.41
940 *** FLOW VELOCITY, FPS = 0.28 0.75 0.29
941 *** FLOW DISTRIBUTION(%) = 26.33 46.33 27.34
942 REACH... n-VALUE = M*n 0.0642 0.0400 0.0537
943 COWAN M 1.0000 1.0000 1.0000
944
945 TAHLE HA- 14. CROSS SECTION ID. 14.000
946 **** Q 151.0 41.774 41.780 0.006 1.897 166.99 36.14
? 947 *** FLOW VELOCITY, FPS = 0.33 0.79 0.26
946 *** FLOW DISTRIBUTION(%) = 27.78 53.49 18.73
949 REACH... n-VALUE = M*n 0.0526 0.0400 0.0541
950 COWAN M 1.0000 1.0000 1.0000
951
952 TABLE HA- 15. CROSS SECTION ID. 15.000
953 **** Q 151.0 41.781 41.787 0.006 1.842 160.62 35.57
954 *** FLOW VELOCITY, FPS = 0.31 0.81 0.32
955 *** FLOW DISTRIBUTION(%) = 26.08 49.25 24.67
956 REACH... n-VALUE = M*n 0.0579 0.0400 0.0495
957 COWAN M 1.0000 1.0000 1.0000
958
959 TASLE HA- 16. CROSS SECTION ID. 16.000
960 **** Q 151.0 41.786 41.794 0.008 1.881 137.33 35.43
961 *** FLOW VELOCITY, FPS = 0.31 0.87 0.31
962 *** FLOW DISTRIBUTION(%) = 14.60 61.16 24.23
963 REACH... n-VALUE = M*n 0.0597 0.0400 0.0518
964 COWAN M 1.0000 1.0000 1.0000
965 fJ
966
967 **** DISCHARGE WATER ENERGY VELOCITY ALPHA TOP AVG BED
968 CFS SURFACE LINE HEAD WIDTH ELEV
969
970 TABLE HA- 17. CROSS SECTION ID. 17.000
971 **** Q 151.0 41.794 41.803 0.009 1.890 164.25 35.92
972 *** ET,OW VELOCITY, FPS = 0.40 1.01 0.37
973 *** FLOW DISTRIBUTION(%) = 26.12 49.72 24.16
974 REACH... n-VALUE = M*n 0.0563 0.0400 0.0460
975 COWAN M 1.0000 1.0000 1.0000
976 ?
977
978
• 979
980 TABLE SA-1. OOGIE-REACH4
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981 ACCUMULATED ACRE-FEET ENTERING AND LEAVING SEGMENT # 1
982 (Multiply by 1233.48 to get Cubic Meters)

? 983
984 *+***,r+**t:+++**,r*+*+??*t++**+,r***,r***++*
* ,r*+*+**??#+,r* ?,r**+
r
985 TIME ENTRY * SAND *
986 DAYS POINT * INFLOW OUTFLOW TRAP EFF*
987 11.00 17.000* 0.00 *
988 TOTAL= 1.000* 0.00 0.00 1.00*
989 * *
990 ***,r*,r,r******?+,r**?**,r***?**,r***f**,r*+*** *,r*?******?** ,r,r?**
991
992 TABLE SB-1. TOTAL: LOAD BY SIZE CLASS IN TONS/DAY
993 FINEST TO COARSEST PARTZCLE SIZES
994 SEDIMENT INFLOW: CP= 2
995 SAND AND/OR GRAVEL= 1. 0.8 0.2 0.2 0.1 0.0
996 0.0
997
998 SEDIMENT OUTFLOW:CP= 1
999 SAND AND/OR GRAVEL= 0. 0.0 0.0 0.0 0.0 0.0
1000 0.0
1001
1002
1003 TABLE SB-2: SEQMENT 1 STATUS OF THE BED PROFII.E AT T IME = 1 1.00000 DAYS
1004 --------------------- -------------------- ------------- ------------
1005 SECTION AVG BED WS ELEV THALWEG Q SEDIMENT LOAD IN TONS/DAY
1006 ID NO CI-IANGE FEET F'EET CFS SAND
1007 17.000 0.01 41.79 34.31 151. 1.
1008 16.000 0.00 41.79 33.98 151. 1.
1009 15.000 0.00 41.76 33.95 151. 0.
1010 14.000 0.00 41.77 34.39 151. 0.
1011 13.000 0.00 41.76 34.04 151. 0.
1012 12.000 0.00 41.75 33.61 151. 0.
1013 11.000 0.00 41.75 34.31 151. 0.
1014 10.000 0.00 41.74 35.10 151. 0.
1015 9.000 0.00 41.74 35.01 151. 0.
1016 6.000 0.00 41.74 35.36 151. 0.
. 1017 7.000 0.00 41.73 34.60 151. 0.
1018 6.000 0.00 41.73 34.57 151. 0.
1019 5.000 0.00 41.73 34.88 151. 0.
1020 4.000 0.00 41.73 34.17 151. 0.
1021 3.000 0.00 41.72 34.14 151. 0.
1022 2.000 0.00 41.72 34.62 151. 0.
1023 1.000 0.00 41.72 34.84 151. 0.
1024
1025
1026 TABLE SB-3. NETWORK S EC3MENT NO 1
1027 OOGIE-REACH4
1028 ACCUMULATED INFLOWING WATER DISCHARGE FROM DAY 2ER0 (ACRE FEET)
1029
1030 SEGMENT # 1
1031
1032 1192.07
1033
1034 EVENT DURATION(DAYS) = 1.000
1035 RESIDENT TIME BY SEGMENT.
1036 SEGMENT
1037 NUMBER TIME(DAYS)
1038
1039 1 0.6844E-01
1040 ?
1041 * AB EVENT 5
1042
1043 TABLE HYD-1. NETWORK WATER DISCHFIRGES AND TEMPERATURES.
1044 1 SECCMENT I CROSS ? NXSA ? CROSS I WATER ? WATER ?
1045 1 NO I SECTION NOI ? SECTION I DISCHARGE I TEMPERATUREI
1046 GIE-REACH4
1047 1 1.0001 290.0001 50.0001

• 1048
1049 I 1 I 2
I 1 ? 3 I 2 I
I 3 ? 2.0001
3.0001 290.0001
290.0001 50.0001
50
0001
1050 ? 1 ? 4 I 4 I 4.0001 290.0001 .
50.0001
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1051 5 I 5 ? 5.0001
1052 6 I 6 ? 6. 0001
• 1053
1054 7 ?
? 1 I B I 7
8 ? 7.
I 8. 0001
0001
1055 9 ? 9 I 9. 0001
1056 10 ? 10 ? 10. 0001
1057 I 1 ? 11 ? 11 ? 11. 0001
1058 ? 1 I 12 ? 12 ? 12. 0001
1059 I 1 ? 13 ? 13 ? 13. 0001
1060 14 I 14 ? 14. 0001
1061 15 ? 15 ? 15. 0001
1062 16 ? 16 ? 16. 0001
1063 17 I 17 ? 17. 0001
1064 i I
1065 EVENT 3 WSP# 3 EVENT 5
1066 T1 OOGIE-REACH4
1067 T2 FLOOGIE REACH4
1068 T3
1069
1070
1071 BOiJNDARY CONDITION DATA, SEGME NT NO. 1 CP NO. 1
1072 WATER DISCHARGE= 290.00
1073 EI.EVATION= 42.450
1074 TEMPERATURE= 50.000
1075 FLOW DURATION(DAYS) 1.0000
1076
1077 **** DISCFiARGE WATER ENERGY VELOCITY ALPHA
1078 CFS SURFACE LINE HEAD
1079
1080 TABLE HA- 1. CROSS SECTION ID. 1.000
1061 **** Q 290.0 42.450 42.456 0.006 1.248
1082 *** FLOW VELOCITY, FPS = 0.53 0.90 0.46
1083 *** FLOW DISTRIHUTION($) = 48.68 26.45 24.87
1084 REACH... n-VALUE = M*n 0.0529 0.0400 0.0511
1085 COWAN M 1.0000 1.0000 1.0000
1086
. 1087 TABLE HA- 2. CROSS SECTION ID. 2.000
1088 **** Q 290.0 42.456 42.458 0.002 1.123
1089 *** FLOW VELOCITY, FPS = 0.26 0.45 0.38
1090 *** FLOW DISTRIBUTION($) = 30.97 20.27 48.75
1091 REACH... n-VALUE = M*n 0.0567 0.0400 0.0372
1092 COWAN M 1.0000 1.0000 1.0000
1093
1094 TASLE HA- 3. CROSS SECTION ID. 3.000
1095 **** Q 290.0 42.458 42.460 0.002 1.084
1096 *** FLOW VELOCITY, FPS = 0.28 0.43 0.30
1097 *** FLOW DISTRIBUTION(8) = 34.18 20.01 45.81
1098 REACH... n-VALUE = M*n 0.0536 0.0400 0.0530
1099 COWAN M 1.0000 1.0000 1.0000
1100
1101 TABLE HA- 4. CROSS SECTION ID. 4.000
1102 **** Q 290.0 42.461 42.464 0.002 1.096
1103 *** FLOW VELOCITY, FPS = 0.34 0.55 0.37
1104 *** FLOW DISTRIBUTION($) = 30.66 18.05 51.30
1105 REACH... n-VAI,UE = M*n 0.0531 0.0400 0.0499
1106 COWAN M 1.0000 1.0000 1.0000
1107
1108 TABLE HA- 5. CROSS SECTION ZD. 5.000
1109 **** Q 290.0 42.466 42.468 0.002 1.111
1110 *** FLOW VELOCITY, FPS = 0.31 0.48 0.29
1111 *** FLOW DISTRIBUTION($) = 41.26 16.94 41.80
1112 REACH... n-VALUE = M*n 0.0516 0.0400 0.0517
1113 COWAN M 1.0000 1.0000 1.0000
1114
1115 TABI.E HA- 6. CROSS SECTION ID. 6.000
1116 **** Q 290.0 42.471 42.474 0.003 1.226
1117 *** FLOW VELOCITY, FPS = 0.34 0.66 0.36

• 1118
1119 *** FLOW DISTRIBUTION($) =
REACH... n-VALUE = M*n 29,43
0.0583 19.16
0.0400 51.41
0.0525
1120 COWAN M 1.0000 1.0000 1.0000
290.0001 50.0001
290.0001 50.0001
290.0001 50.0001
290.0001 50.0001
290.0001 50.0001
290.0001 50.0001
290.0001 50.0001
290.0001 50.0001
290.0001 50.0001
290.0001 50.0001
290.0001 50.0001
290.0001 50.0001
290.0001 50.0001
TOP AVG BED
WIDTH ELEV
111.82 35.35
193.73 36.50
212.48 36.77
191.27 36.44
234.53 36.57
205.88 36.10
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1121
1122 TABLE HA- 7. CROSS SECTION ID. 7.000

• 1123
1124 ***? Q 290.0 42.476
*** FLOW VELOCITY, FPS = 42.480
0.34 0.002
0.59 1.182
0.32 228.45 36.13
1125 *** FLOW DISTRIBUTION(%) = 45.46 17.35 37.19
1126 REACH... n-VALUE = M*n 0.0548 0.0400 0.0589
1127 COWAN M 1.0000 1.0000 1.0000
1128 I I
1129
1130 **** DISCHARGE WATER ENERGY VELOCITY AI,PHA TOP AVG BED
1131 CFS SURFACE LINE HEAD WIDTH ELEV
1132
1133 TABLE HA- 8. CROSS SECTION ID. 8.000
1134 **** Q 290.0 42.482 42.464 0.002 1.116 243.66 36.42
1135 *** FLOW VELOCITY, FPS = 0.30 0.50 0.31
1136 *** FLOW DISTRIBUTION($) = 44.58 15.73 39.69
1137 REACH... n-VALUE = M*n 0.0523 0.0400 0.0515
1138 COWAN M 1.0000 1.0000 1.0000
1139
1140 TABLE HA- 9. CROSS SECTION ID. 9.000
1141 **** Q 290.0 42.488 42.490 0.002 1.175 264.40 36.11
1142 *** FLOW VELOCITY, FPS = 0.29 0.52 0.29
1143 *** FLOW DISTRIBUTION($) = 46.57 16.65 36.78
1144 REACH... n-VALUE = M*n 0.0554 0.0400 0.0537
1145 COWAN M 1.0000 1.0000 1.0000
1146
1147 TABLE HA- 10. CROSS SECTION ID. 10.000
1148 **** Q 290.0 42.492 42.495 0.003 1.221 237.07 36.11
1149 *** FLOW VELOCITY, FPS = 0.30 0.60 0.36
1150 *** FLOW DISTRIBUTION($) = 27.27 20.61 52.12
1151 REACH... n-VALUE = M*n 0.0561 0.0400 0.0495
1152 COWAN M 1.0000 1.0000 1.0000
1153
1154 TABLE HA- 11. CROSS SECTION ID. 11.000
1155 **** Q 290.0 42.500 42.507 0.006 1.504 192.97 35.82
1156 *** FLOW VELOCITY, FPS = 0.40 0.93 0.45
• 1157 *** FLOW DISTRIBUTION($) = 33.93 31.60 34.47
1158 REACH.., n-VALUE = M*n 0.0612 0.0400 0.0526
1159 COWAN M 1.0000 1.0000 1.0000
1160
1161 TABLE HA- 12. CROSS SECTION ID. 12.000
1162 **** Q 290.0 42.513 42.519 0.006 1.389 182.06 36.98
1163 *** FLOW VELOCITY, FPS = 0.42 0.85 0.44
1164 *** FLOW DISTRIBUTION($) = 25.15 39.96 34.89
1165 REACH... n-VALUE = M*n 0.0544 0.0400 0.0535
1166 COWAN M 1.0000 1.0000 1.0000
1167
1168 TABLE HA- 13. CROSS SECTION ID. 13.000
1169 **** Q 290.0 42.526 42.534 0.008 1.681 190.01 36.41
1170 *** FLOW VELOCITY, FPS = 0.42 1.03 0.45
1171 *** FLOW DISTRIBUTION($) = 28.69 37.69 33.61
1172 REACH... n-VALUE = M*n 0.0658 0.0400 0.0549
1173 COWAN M 1.0000 1.0000 1.0000
1174
1175 TABLE HA- 14. CROSS SECTION ID. 14.000
1176 **** Q 290.0 42.544 42.554 0.010 1.677 170.56 36.14
1177 *** FLOW VELOCITY, FPS = 0.51 1.09 0.42
1178 *** FLOW DISTRIBUTION($) = 31.67 43.57 24.76
1179 REACH... n-VALUE = M*n 0.0534 0.0400 0.0567
1160 COWAN M 1.0000 1.0000 1.0000
1181
1162 TABLE HA- 15. CROSS SECTION ID. 15.000
1183 **** Q 290.0 42.554 42.564 0.010 1.580 166.59 35.57
1184 *** FLOW VELOCITY, FPS = 0.48 1.10 0.50
1185 *** FLOW DISTRIBUTION(%) = 29.69 39.20 30.92
1186 REACH... n-VALUE = M*n 0.0585 0.0400 0.0504
1187 COWAN M 1.0000 1.0000 1.0000
1188
• 1189 TABI,E HA- 16. CROSS SECTION ID. 16.000
1190 **** Q 290.0 42.562 42.576 0.014 1.684 141.03 35.43
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1191 *** FLOW VELOCITY, FPS = 0.49 1.22 0.52
1192 *** F'LOW DISTRIBUTION(%) = 17.41 50.30 32.29
1193 REACH.., n-VALUE = M*n 0.0608 0.0400 0.0531
• 1194 COWAN M 1.0000 1.0000 1.0000
1195 I J
1196
1197 **** DISCHARGE WATER ENERGY VELOCITY ALPHA TOP AVG BED
1198 CFS SURFACE LINE HEAD WIDTH ELEV
1199
1200 TABLE HA- 17. CROSS SECTION ID. 17.000
1201 **** Q 290.0 42.577 42.589 0.012 1.538 171.17 35.92
1202 *** FLOW VELOCITY, FPS = 0.56 1.27 0.58
1203 *** FLOW DISTRIHUTION(%) = 29.62 36.67 33.72
1204 REACH... n-VALUE = M*n 0.0570 0.0400 0.0477
1205 COWAN M 1.0000 1.0000 1.0000
1206 I l
1207
1208
1209
1210 TABLE SA-1. OOGIE-REACH4
1211 ACCUMULATED ACRE-FEET ENTERING AND LEAVING SEGMENT # 1
1212 (Multiply by 123 3.48 to get Cubic Meters)
1213 *a+++??*,t#r*,t***,r,r??+++*?++*,t +*+*,t+*??,r,t +rtt++++**++*+,r*+*?+
1214 * *
1215 TIME ENTRY * SAND *
1216 DAYS POINT * INFLOW OUTFLOW TRAP EFF*
1217 12.00 17.000* 0.00 *
1218 TOTAL= 1.000* 0.00 0.00 1.00*
1219 * *
1220 ********,t*+,t,?*+,t**+**??**?**? *tt++,t,r,t*?* *,r*?,t****t*+,t+****r
1221
1222 TABLE SB-1. TOTAL: LOAD BY SIZE CLASS IN TONS/DAY
1223 FINEST TO COARSEST PARTICLE SIZES
1224 SEDIMENT INFLOW: CP= 2
1225 SAND AND/OR GRAVEIr 3. 1. 7 0. 3 0.4 0.2 0.1
1226 0. 0
? 1227
1228 SEDIMENT OUTFLOW:CP= 1
1229 SAND AND/OR GRAVEL= 0. 0. 0 0. 0 0.0 0.0 0.0
1230 0. 0
1231
1232
1233 TABLE SB-2: SEGMENT 1 STATUS OF THE HED PROFILE AT TIME = 12 .00000 DAYS
1234 ----------------------------- ----------- --------- ------------------ ------------
1235 SECTION AVG HED WS ELEV THAI,WEG Q SEDIMENT LOAD IN TONS/DAY
1236 ID NO CHANGE FEET FEET CFS SAND
1237 17.000 -0.01 42.58 34.29 290. 3.
1238 16.000 -0.01 42.56 33.97 290. 5.
1239 15.000 0.00 42.55 33.95 290. 4.
1240 14.000 0.00 42.54 34.39 290. 4.
1241 13.000 0.00 42.53 34.04 290. 4.
1242 12.000 0.00 42.51 33.61 290. 1.
1243 11.000 0.00 42.50 34.31 290. 1.
1244 10.000 0.00 42.49 35.10 290. 0.
1245 9.000 0.00 42.49 35.01 290. 0.
1246 6.000 0.00 42.48 35.36 290. 0.
1247 7.000 0.00 42.48 34.60 290. 0.
1248 6.000 0.00 42.47 34.57 290. 0.
1249 5.000 0.00 42.47 34.68 290. 0.
1250 4.000 0.00 42.46 34.17 290. 0.
1251 3.000 0.00 42.46 34.14 290. 0.
1252 2.000 0.00 42.46 34.62 290. 0.
1253 1.000 0.00 42.45 34.84 290. 0.
1254
1255
1256 TABLE SB-3. NETWORK SEGMENT NO 1
1257 OOGZE-REACH4
1258 ACCUMULATED INFLOWING WATER D ISCHARGE FROM DAY ZERO (ACRE FEET)
• 1259
1260 SEGMENT # 1
5/30/2007 10:13a
I:\Projects\EBX\5043100RA\Documents\G DesignCalculations\HEC6T\Floogie\REACH4.T6 - 18
1261
1262 1767.27
1263
• 1264 EVENT DURATION(DAYS) = 1.000
1265 RESIDENT TIME BY SEC3MENT.
1266 SE(3-ENT
1267 NUMBER TIME(DAYS)
1268
1269 1 0.4707E-01
1270
1271 WARNING.. EXCESSIVE RESIDUALS IN BED SEDIMENT RESERVOIR
1272 SEGMENT NO. OF $ WITH MAX.
1273 X-SECs RESIDUAL RESIDUAL
1274 On SEG DEPTH > 0.1 DEPTH
1275 1 17 100.00 0.33
1276
1277 READING INPUT DATA FROM file name = REACH4.T5
1278 PRINTOUT WRITTEN TO file name = REACH4.T6
1279 PLOT FILE WRITTEN TO file name = REACH4.T98
1280
1281 0 FATAL DATA ERRORS DETECTED.
1282 1 NON-FATAL ERRORS/WARNINGS DETECTED.
1283
1284
1285 TOTAL NO. OF EVENTS READ= 3
1286 TOTAI, NO. OF WS PROFILES= 3
1287 ITERATIONS IN EXNER EQ = 1020
1288
1289
1290 END OF JOB
1291 05/30/2007 10:13:40.341 AM
1292
1293 WRITE END OF RUN GEOMETRY DATA SET TO file name = REACH4.T12
1294 DO NOT ADD SEDIMENT DATA SET (OPTION = OFF)
1295 DO NOT ADD HYDROLOGIC DATA SET (OPTION = OFF)
. 1296
•
5/30/2007 10:13a
I:\Projects\EBX\5043100RA\Documents\G DesignCalculations\HEC6T\Floogie\REACH4.T6 - 19
•
Appendix G: Habitat Assessment Data
0
0
Floogie Reference Reach Aquatic Habitat Assesssment
•
•
C?

Transect
iHabitat In Channei
Location Position in
stream
Diameter
Radius
Len th Volume
Inches
Sum
T 2 Pooi LB 1 > 0.5 0.25 23 4.51375
T 2 Pao) RB` : 2 0.5 0.25 12 2.355
T 2 P001 RB" 2 0.5 0.25 8 1.57
T 2 Pool , RB 1 1 0,5 36 28.26
T 2 Pool M 1 23 18.055
T 2 Pool ' !vl 1 1: 0.5 ' 19 14,915
T 2 00l RB ' 2 1 0.5 ' 10 7.$5
T 2 Pool ? R6. 2 - 1 O.S -12 9.41'
T 2 #'ool R8 2 • 1 0.5 20 15.7
T2 PDol ? 1?B ?1?'? U.5 47 3fi.&9? .
T 2 Pool M 12 21.1
7 2 Pool ` RB 13 " 40.87 , " ? ??
?e _.:
T 3 Poo) M 1 0.5 0.25 29 5.69125
T 3 Pool RB 2 0.5 0.25 15 2.94375
T 3 Pool LB 3 0.5 0.25 37 7.26125
T 3 Pool LB 4 0.5 0.25 44 8.635
T 3 Pool RB 1 1 0.5 57 44.745
T 3 Pool M 1 1 0.5 6 4.71
T 3 Pool RB 2 1 0.5 11 8.635
T 3 Pool RB 2 1 0.5 23 18.055
T 3 Pool RB 2 1 0.5 10 7.85
T 3 Pool RB 2 1 0.5 13 10.205
T 3 Pool RB 2 1.5 0.75 13 22.96125
T 3 Pool RB 2 2.5 1.25 12 58.875
T 3 Pool M 1 5 2.5 14 274.75 = . .
74 ? a Pool, ? tii - 1 _ 1; _ 0.5 18 : , -_12.56 `", - ?.

T 4
'
71

.
T 4 PoQI 14 a ?. :
T 4 oc?I 4: 045
T 4 . , ? I?et+?l . ;: lvl,
T_ 4 Pooi 6:5
T 4 - fvt ?3 A,4
T, 4 S
T 4 M
. .,
T 4. ,. . Pool ; AA . 5 811: .
T 4 ' potil. .7.?5:
T 4 ? Pool ?1 71 : 34.54 , -
T4 Pool `.0..5 11 . :?-9.6S
T4 Pool . .: RB 3 1? 0.5 ? '?? 13.345 ?
T 5 Pool M 1 1 0.5 38 29.83
T 5 Pool M 1 2.5 1.25 13 63.78125
T 5 Pool M 1 1 0.5 102 80.07
T 5 Pool M 1 1.5 0.75 67 118.3388
Floogie Reference Reach Aquatic Habitat Assesssment
0
•
0
T5
T5
T5
T5
T5
T5
T5
T5
TS
T5
T5
?-
TS
T5
TS
T5
T5
T5
T 5
?T 5
'T 5
T5
T5
T5
TS
T5
T5
T8
T8
T8
T8
T8
T8
T8
Pool
Pool
Pool
Pool
Pool
Pooi
Pool
Pool
Pool
Pool
Pool
Pool
Pool
Pool
Pool
Pool
Poo I
Poo I
Pool
Pool
Pool
Poo I
Pool
Poo I
Poo I
Pool
Pool
Pool
Pool
M 1
RB 1
M 1
M 1
M 1
M 1
M 1
M 1
RB 1
RB 1
RB 1
M 1
M 1
M 1
M 1
M 1
M 1
M 1
M 1
M 1
M 1
LB 2
RB 4
RB 4
RB 3
RB 3
M 1
M 1
M 1
LB 1
LB 2
LB 2
LB 2

1 0.5
1 0.5
0.5 0.25
2 1
0.5 0.25
4 2
0.5 0.25
0.5 0.25
0.5 0.25
0.5 0.25
0.5 0.25
2.5 1.25
1 0.5
0.5 0.25
0.5 0.25
1 0.5
1.5 0.75
2.5 1.25
1:5 0.75
1 0.5
0.5 0.25
1 0.5
9 4.5
6 3
1.5 0.75
1 0.5
1 0.5
1 0.5
0.5 0.25
1 0.5
0.5 0.25
2 1
1 0.5
(J. ' 0 2$ .

0.
0;

1 "1:5 U:
1 3: 1.
1 1.5'
,
: 0:

1, __..
r .0.5 ._
.
0:
1 a2?? ?-1

1 1: . t
o.?? . _ o.
i 0.5 "0:
42 32.97
10 7.85
13 2.55125
6 18.84
18 3.5325
18 226.08
19 3.72875
30 5.8875
16 3.14
17 3.33625
10 1.9625
18 88.3125
23 18.055
15 2.94375
13 2.55125
12 9.42
21 37.09125
15 73.59375
10 17.6625
12 9.42
13 2.55125
6 4.71
38 2416.23
22 621.72
33 58.28625
26 20.41
21 16.485
8 6.28
29 5.69125
20 15.7
9 1.76625
12 37.68
6 4.71
?
a >12 ?
:15, 2'.
Floogie Reference Reach Aquatic Habitat Assesssment
0
?
.
T 10 Pool RB . 1 1 0.5 35 27.475
T10 ' Pool > RB 1 OS 025 19 3.72875
T 10 Paoi M' 1 1.5 0.75 16 28.26
T 10 Paoi M 1 1.5 ' 0.75 ` 4 7.065
T 10 Pool RB 1 1 < 0.5 T ` 5.495
T 10 Pool M, 1 1 0.5 16 12.56
T 10 _ Pool LB 1.5 0.75 .' 40 ` 70.65
T 14 Pool RB 0.75, .40:62375;
T 10 Pool ; M a.:775
T 10 ? Pool m 0:5 11.7T.5
T 10 f'ool M ? .0.5 0.25 375
T 10 ? Paot • ?:: M ?? 1 ? ? 2 :. , ? 1, ? ,16 -: ? -': 50,24? ?
? 10 ? F'o4[ . ? LB ? ?;? 1 ; fl 75- ::' ? -17
T?10 ' PaOl, I ?? 14 iQ;99
. ?.
T 1.0 Q.:?
7? 10 f?ocill ; M
T 10 'PssAl. . t?B . ?? ?. .:2 q
T10- : -' Po:ol RB 2 7 5 7 .. ?1?2;363?'?;
T 30
T 10 0
T 10 R06l
T 10 Popl U 2'?
7 10 ,Pool: 0?.. 1Z
T ?2,?

T .
3
T 10 ' Pooi
7 10
7
7
T 3O VVL iL?S,? ,? ? Y7t '.Jt F
T 10
Ty 0.
T 10 . ,Poo! , . : . :. E apV
T 10 4 Po?i'? (d
Ty A
I JU
T,.10
..
,
,
4?

.
.,
T 10 ?
T. 1,0 ol
T 10 '??? . .:
T 10 Pool '?14?i5. .
T 6 Run M 1 1 0.5 9 7.065
T 6 Run LB 1 1.5 0.75 10 17.6625
T 6 Run RB 1 1.5 0.75 8 14.13
T 6 Run M 1 1 0.5 6 4.71
T 6 Run LB 1 1 0.5 11 8.635
T 6 Run M 1 1.5 0.75 7 12.36375
T 6 Run M 1 1.5 0.75 7 12.36375
T 6 Run LB 1 0.5 0.25 6 1.1775
T 6 Run M 1 0.5 0.25 7 1.37375
T 6 Run RB 1 1 0.5 7 5.495
T 6 Run RB 1 1 0.5 10 7.85
T 6 Run M 1 0.5 0.25 9 1.76625
T 6 Run M 1 0.5 0.25 10 1.9625
Floogie Reference Reach Aquatic Habitat Assesssment
0
?
•
T 6 Run RB 1 1 0.5 19 14.915
T 6 Run M 1 2 1 10 31.4
T 6 Run LB 1 1 0.5 34 26.69
T 6 Run RB 2 1 0.5 8 6.28
T 6 Run RB 2 1 0.5 35 27.475
T 6 Run RB 2 1 0.5 11 8.635
T 6 Run RB 2 0.5 0.25 9 1.76625
T 6 Run RB 2 1 0.5 7 5.495
T 6 Run RB 2 1 0.5 7 5.495
T 6 Run RB 2 1 0.5 19 14.915
T 6 Run RB 2 1 0.5 15 11.775
T 6 Run RB 2 0.5 0.25 12 2.355
T 6 Run RB 2 0.5 0.25 12 2.355
T 6 Run RB 2 1 0.5 15 11.775
T 6 Run RB 2 1 0.5 17 13.345
T 6 Run RB 2 1 0.5 24 18.84
T 6 Run RB 2 0.5 0.25 22 4.3175
T 6 Run RB 2 1 0.5 12 9.42
T 6 Run RB 2 1 0.5 14 10.99
T 6 Run LB 4 1 0.5 16 12.56
T 6 Run LB 4 2 1 67 210.38
T 6 Run LB 4 1.5 0.75 67 118.3388
T 6 Run LB 3 0.5 0.25 14 2.7475
T 6 Run LB 3 2.5 1.25 30 147.1875
T 6 Run LB 3 0.5 0.25 33 6.47625
...
T1 shal? 0:25 ° 23 A5,1 37
T1 ? sl?ai 0:5' ;0:?5 745` 1.
T ?i shal I?? 1 .0. ? 9.25 `30
T 1
T 1 slia
TI 1
T 1 0 5
T?

T 1111,
T' ??.. `.
T l 5?ial:
?
T1 sfiat . ? 4. 'I ,• ,_.
- ?; ?. .3 ? ??1? ??39?:?4; , .
T 7 shal M 1 1.5 0.75 12 21.195
T 7 shal M 1 1 0.5 12 9.42
T 7 shal LB 1 0.5 0.25 16 3.14
T 7 shal M 1 4 2 16 200.96
T 7 shal M 1 1 0.5 13 10.205
T 7 shal M 1 1 0.5 17 13.345
T 7 shal M 1 1.5 0.75 14 24.7275
T 7 shal M 1 0.5 0.25 19 3.72875
T 7 shal M 1 0.5 0.25 31 6.08375
T 7 shal M 1 1 0.5 6 4.71
T 7 shal LB 1 1 0.5 7 5.495
T 7 shal LB 1 1.5 0.75 7 12.36375
T 7 shal LB 1 1.5 0.75 8 14.13
T 7 shal LB 1 2.5 1.25 9 44.15625
Floogie Reference Reach Aquatic Habitat Assesssment
0
0
T 7 shal LB 1 1 0.5 10 7.85
T 7 shal LB 1 1.5 0.75 6 10.5975
T 7 shal LB 1 1 0.5 7 5.495
T 7 shal LB 2 1 0.5 13 10.205
T 7 shal LB 2 1 0.5 14 10.99
T 7 shal LB 2 0.5 0.25 58 11.3825
T 7 shal LB 2 1 0.5 37 29.045
T 7 shal LB 2 1 0.5 16 12.56
T 7 shal LB 2 0.5 0.25 18 3.5325 ?,• ??
T 9 ` shal M 1 1 0.5 9 ' 7.065
T 9 ?hat ?d.? 0.215 20 < 1925
T 9 shal',,: ? M 14 - ? 7?5.
? 9 ? sh?i ?3? 22?i:O$ ?
T 9 - ' shal. 44
1:$.
T 9 1.2? ,: . ;^?. . ? l373?5
T 9 sha1
T.9 ,flS
Tr9 m 21,j??? .

T 9 777
f

y
rt 9 ?Yial ? 1 Q j9? ?' $:
T9
9 SWl
T 9 9
r 7. ?a4?
T 9 ? ?hat G:8 2 0.? ? 2' ? 1 3-7 3-7 ,
T 9 . shat B_ 2 't 0.?
7' 9
T 9. . . s#u?1 40 1
?i. 62
T 9
A ci
T 9 shal 3 ` 4.5 22 49 7175 P
5 3 J4482
1,119
0
Floogie Reference Reach Aquatic Habitat Assesssment
0
54.85
9.141666667
Shallow 3 76.02 25.34 11.80
Pool 6 1007.11575 167.85 78.13
Ru n 1 21.64 21.64 10.07
• Total 10 1104.77575 214.83 100
?
?
Floogie Reach 1 and 2 Aquatic Habitat Assessment
?
LJ
In Channel Position in Volume
Transect Habitat Location stream Diameter Radi us Len gth Inches Sum
T 7 Pool RB 1 0.5 0.25 17 3.33625
T 7 Pool M 1 0.5 0.25 12 2.355
T 7 Pool M 1 2 1 22 69.08
T 7 Pool M 1 0.5 0.25 12 2.355

T 7 Pool M 1 1 0.5 16 12.56
T 7 Pool RB 1 0.5 0.25 16 3.14 92.82625
T 3 Run M 1 1 0.5 6 4.71
T 3 Run LB 1 0.5 0.25 8 1.57
T 3 Run LB 3 0.5 0.25 26 5.1025 11.3825
T 6 Run LB 2 0.5 0.25 26 5.1025
T 6 Run LB 2 1 0.5 14 10.99 16.0925
T 8 Run LB 2 0.5 0.25 13 2.55125 275125
T 9 Run LB 1 1 0.5 6 4.71
?r.
0
T 9 Run LB 3 0.5 0.25 50 9.8125 14.5225
T 10 Run M 1 0.5 0.25 10 1.9625
T 10 Run RB 2 1.5 0J5 6 10.5975
T 10 Run LB 2 0.5 0.25 23 4.51375
T 10 Run RB 2 0.5 0.25 8 1.57 18.64375
T 1 shal LB 1 2 1 21 65.94
T 1 shal RB 2 0.5 0.25 36 7.065
T 1 shai LB 4 1 0.5 97 76.145
T 1 shal LB 4 0.5 0.25 84 16.485 ;165.635
T 2 shal LB 2 1 0.5 23 18.055
T 2 sha! LB 2 0.5 0.25 19 3.72875 21.78375
T 4 shal RB 2 1 0.5 8 6.28 6.28
T 5 shal LB 3 1 OS 55 43.175 43.175
15.11125
?
Floogie Reach 1 and 2 Aquatic Habitat Assessment
0
(a
evera e inCh volum 15.111
er lii?se??'?fcs?5x? ?;? ,°' 2.518333333
vbra
Shallow 4 29.60921875 7.40 29.78 1.233717448
Pool 1 15.47104167 15.47 62.23 2.578506944
Run 5 9.933269231 1.99 7.99 0.331108974
Total 10 55.01352965 24.86 100.00 3.81
SUrt'!,10 WD s ,
- ?ur???r caf uol?iti?+?
G?L.n4?.«? w?.€? ; ?fi?f 1?Ii?iR9 E?L f'4tY?rt??? WD V.VlM?G N , .
d 1?.7ie?f ; e?9i?,6'Gd,?V4?? p?ef, I?IIi?aGt4 ?t?i3S ..
1 15.47 15.47
?3i?1i1"b?td?' 9 50.01 5.56
0
Floogie Reach 3 and 4 Habitat Assessment
0
•
•

Transect
Habitat In Channel
Location Position in
stream
Diameter
Radius
Len th Volume
Inches
sum
T 1 ool M 1 1 0.5 ` `1f 12.56
T 1 00l LB 1 1 0.5 9 7.065
T 1 00l LB 1 0:5 0.25 8 1.57 96'
T 2 pool RB 1 1 0.5 15 11.775
T 2 pool RB 1 0.5 0.25 13 2.55125
T 2 pool M 1 1 0.5 8 6.28
T 2 00l M 1 1.5 0.75 10 17.6625
T 2 pool M 1 1 0.5 14 10.99
T 2 pool M 1 0.5 0.25 9 1.76625
T 2 pool M 1 0.5 0.25 29 5.69125
T 2 pool M 1 0.5 0.25 15 2.94375
T 2 00l M 1 1 0.5 6 4.71
T 2 pool RB 2 0.5 0.25 27 5.29875
T 2 00l RB 2 0.5 0.25 6 1.1775
T 2 pool RB 2 0.5 0.25 7 1.37375
.
T 3 00l
14
' ::2.747a
.'':
T3 odl :, LB 0.6 ? 4:25 "
l` 3 p ar?l .0.5 '0:3,5
T 3 oal 0:5 . ';21:=
7 3 ?o?l ? ._ 1? 1??? 0.5
T 3 o?i ? ? LB '.0.,5 .' ?2?: _ ::16.4$5
T 3 00 _ ? ?_? M 1 1 ; 0.5 7.t5?i? .

3

0l

VI ,

1

O.a

0.25

2

? 2,j 5? ?.?4 t
t ?
.?
s N{ ?a,'??'1,
°
T 6 Pool RB 1 1 0.5 7 5.495
T 6 Pool M 1 0.5 0.25 26 5.1025
T 6 Pool LB 1 0.5 0.25 21 4.12125
T 6 Pool M 1 1 0.5 6 4.71
T 6 Pool M 1 2 1 31 97.34
T 6 Pool RB 1 1 0.5 18 14.13
T 6 Pool M 1 0.5 0.25 19 3.72875
T 6 Pool RB 1 0.5 0.25 9 1.76625
T 6 Pool M 1 1.5 0.75 32 56.52
T 6 Pool RB 1 0.5 0.25 35 6.86875
T 6 Pool RB 1 0.5 0.25 8 1.57
T 6 Pool M 1 0.5 0.25 16 3.14
T 6 Pool M 1 0.5 025 12 2.355
T 6 Poo) M 1 0.5 0.25 50 9.8125
T 6 Pool M 1 0.5 0.25 10 1.9625
T 6 Pool M 1 0.5 0.25 19 3.72875
T 6 Pool RB 1 0.5 0.25 21 4.12125
T 6 Pool M 1 0.5 0.25 8 1.57
T 6 Pool M 1 0.5 0.25 8 1.57
T 6 Pool RB 2 1.5 0.75 F
6 10.5975
Floogie Reach 3 and 4 Habitat Assessment
•
0
0
T 6 Pool RB 2 0.5 0.25 17 3.33625
T 6 Pooi RB 2 1.5 0.75 31 54.75375
T 6 Pool RB 2 1 0.5 7 5.495
T 6 Pool RB 2 0.5 0.25 14 2.7475
T 6 Pool RB 2 1 0.5 12 9.42
T 6 Pool RB 2 0.5 0.25 8 1.57
T 6 Pool RB 2 0.5 0.25 6 1.1775
T 6 Pool LB 2 1.5 0J5 14 24J275
T 7 Pool R6 - 1 3 0.5 17 ' 13.345
T 7 Poal M 1 1.5 0.75 ``10 17.6625
T 7 Pool ? LB 2 0J5 _ '10 1?7.6625
T 8 Pool M 1 1.5 0.75 26 45.9225
T 8 Pooi M 1 1 0.5 19 14.915
T 8 Pool M 1 0.5 0.25 6 1.1775
T 8 Pool LB 3 1 0.5 7 5.495
T 8 Pool M 1 0.5 0.25 8 1.57
T 8 Pool M 1 1 0.5 21 16.485 ?,
T 10 P00 1 ; 1:5 2b.4?J375,, .
T 10 Pool t . ; 0.5 `.. ~:,27i 21.195 ?t•.
T ?.0 I?ool ? 71 0.5
?
T YO . . Pa41.. 0.6 . ,.
0.25 :1?
T 10 ; Pool 0.5 `.;0.25 ` 2. 1:
T 10 PoOl
1:? 2 51,;..' :a
T 1:0 Pool f , 0.5
T 1?0, .?. o?! • - ? ,. ., _- -0:5
T Pool Y . . .?; ` 0.5 : • ?` ` ° .'y 6 4??: :`.
T a
T Tb Pool
T 1U` oo?
6
-1
?
T A.S
TrO o.s
T 10 Po?aF -#.b {3 7. <{ ? 4???? : a
T 10 J'adl 075 1°??"? .
T
T 1?# ,?ta?. ?' Q?
o.? 0
r ? a ~ 1
?
. ?
.
T 10 •, R"cxil, , . 3 1 b? ?
?`
.
T 1i3 a4?r 0.? 0.25 x 9r??'
7 10 Pool,." 0.??, `0.25 , - . !7 4
T 4 Run M 1 1.5 0.75 20 35.325
T 4 Run LB 1 1 0.5 26 20.41
T 4 Run M 1 3 1.5 38 268.47
T 4 Run M 1 1.5 0.75 16 28.26
T 4 Run M 1 1.5 0.75 22 38.8575
T 4 Run M 1 1.5 0.75 9 15.89625
T 4 Run M 1 1 0.5 10 7.85
T 4 Run LB 2 1.5 0.75 33 58.28625
T 4 Run LB 2 1.5 0.75 17 30.02625
T 4 Run LB 1 1 0.5 34 26.69
Floogie Reach 3 and 4 Habitat Assessment
•
0
T 4 Run LB 3 0.5 0.25 28 5.495 ,48.;6$7 ,.
LL
T9 Run RB 1 0.5 ' 0.25 10 1.962'5
T 9 Run RB 1 1 0.5 10 7.85
T 9 Run R$ 1 1 ' 0.5 , 22 17.2,7:
T 9 Run 0.5 O.ZS 17, . 3.33.625 . ?
T 9 Run flB 1 1' 0:5 16 ` 12:%
T 9 Run 1 0.75 21, 37.49125
T 9 Run .M ' 1 1.5 ` 0.75 43 75.94873
T 9 : Ruo IVI 1.5 .75 44 77:715
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T 9 ? Run 1 0:5 0.25 ? 'f0" 1.9625
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T 5 shal RB 1 1 0.5 31 24.335
T 5 shal RB 1 0.5 0.25 24 4.71
T 5 shal LB 1 1 0.5 46 36.11
T 5 shal RB 1 1.5 0.75 7 12.36375
T 5 shal M 1 1 0.5 19 14.915
T 5 shal M 1 2.5 1.25 10 49.0625
T 5 shal M 1 3 1.5 8 56.52
T 5 shai M 1 1 0.5 14 10.99
T 5 shal LB 2 0.5 0.25 14 2.7475
T 5 shal RB 2 2 1 12 37.68
T 5 shal RB 2 1 0.5 25 19.625
T 5 shal LB 3 1.5 0.75 57 100.6763
T 5 shal LB 3 1 0.5 33 25.905
T 5 shal LB 3 0.5 0.25 6 1.1775
T 5 shal LB 3 0.5 0.25 32 6.28
•
Floogie Reach 3 and 4 Habitat Assessment
•
•
f4u cu?.#n. 15.11
eC ( i n' ' -bar foot ' 2.52

B?d Form ?:.
Shallow
Na: Transe?CS '
4.00
A"v t€?tal vo?utne
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2.81 Petcent 1t?C1 p?r
bed form
3241 rresiume V'VD°
er?iin?ar fat?t
0.47
Pool 1.00 3.04 3.04 35.02 0.51
Run 5.00 14.15 2.83 32.57 0.47
Tot<iI 10.00 28.45 8.69 100.00 0.98
Slim Of WD.
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7.00 437.67 62.52Sha11oVVS ' 3.00 135.64 45.21
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. , ., , .,, .. _. .. .. . . _. -:. ::., ., k. , . -. . .s- ? .. ... .. .:' ?-':
Fish Transects
Cover 1 2 3 4 5 6 7 8 9 10 total
SWD&
Brush 30 370 48 360 808
Aquatic
Macrophyt
e 22 22
Over
hanging
Ve etation 364 240 87 78 769
Boulders p
Undercut
Bank 198 192 318 96 160 168 1132
Other 140 140
Total 0 562 0 222 458 466 240 247 70 606 2871
Transect
Area 5544 4032 4392 5616 3096 3024 1584 3312 4248 4464 39312
Percent
Cover 0 13.93849 0 3.952991 14.79328 15.41005 15.15152 7.457729 1.647834 13.57527 7.303114
Fish Transects
Cover 1 2 3 4 5 6 7 8 9 10 total
SWD &
Brush 48 65 113
Aquatic
Macrophyt
e 316 12 100 428
Over
hanging
Ve etation 836 120 600 538 960 345 340 675 300 4714
Boulders 0
Undercut
Bank
0
Other
0
Total 836 120 48 600 919 972 345 440 675 300 5255
Transect
Area 4032 4824 2880 2592 2880 4608 2736 4176 3384 4464 36576
Percent
Cover 20.73413 2.487562 1.666667 23.14815 31.90972 21.09375 12.60965 10.5364 19.94681 6.72043 14.36734
0
•
0
Fish Transects
Cover 1 2 3 4 5 6 7 8 9 10 total
SWD &
Brush 0
Aquatic
Macrophyt
e 0
Over
hanging
Ve etation 400 1224 110 120 1282 240 3376
Boulders 0
Undercut
Bank 324 168 492
Other p
Total 400 1224 110 0 0 120 324 1282 408 0 3868
Transect
Area 8784 9216 7632 8352 6264 6912 7920 8280 7704 8856 79920
Percent
Cover 4.553734 13.28125 1.4413 0 0 1.736111 4.090909 15.48309 5.29595 0 4.83984
0
•
Notes:
i ransect 1 2 3 4 5 6 - 7 8 9 10
Width 77 56 61 78 43 42 22 46 59 62
Depth 2.75 4 7 9 7 4 3 5 2 6
10 10 10 30 50 70 10 40 60
40 60
90 90 50 40 70 50 30 90 60 40
Notes:
49
i ransect 1 2 3 4 5 6 7 8 9 10
Width 56 67 40 36 40 64 38 58 47 62
Depth 4 1.5 3 2 2 4 9 4 4 3
5 5 10 20 10 5 10
75 90 50 80 30 25
95 100 95 25 50 60 70 90
Notes:
i ransect 1 2 3 4 5 6 7 8 9 10
Width 122 128 106 116 87 96 110 115 107 123
Depth 16 20 20 12 4 11 17 15 15 10
5 5 5 5 10 15 10 10 20 20
95 95 95 95 50 25 60 40 20 20
40 60 30 50 50 60
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