HomeMy WebLinkAboutDrainage Reports - 10/09/19921
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FINAL REPORT
FOSSIL CREEK STABILITY STUDY .
TRILBY ROAD TO'LEMAY AVENUE
A..
PREPARED FOR:
City of Fort Collins
Stormwater Utility Department
235 Mathews
P.O. Box 580
Fort Collins, CO 80522-0580
PREPARED BY:
Lidstone & Anderson, Inc
736 Whalers Way, F-200
Fort Collins, CO. 80525
October 9, 1992
0
ITABLE OF CONTENTS
' I. INTRODUCTION .................. 1
' 1.1 Authorization and Purpose...................1
................
1.2 Project Location and Summary of Existing Problems 1
1.3 Data Collection and Field Investigation .......................... 4
H. HYDROLOGIC AND HYDRAULIC ANALYSES ..................... 5
' 2.1 Hydrology ................................................ 5
2.2 Hydraulic Analyses 5
' 2.2.1 General ............................................. 5
2.2.2 Hydraulic Analyses Associated with the Delineation of
Floodplains.......................................... 8
' 2.2.3 Hydraulic Analyses Conducted in Support of the Channel
Stability Analyses ..................................... 10
' III. CHANNEL STABILITY ANALYSIS ..:............................ 13
3.1 General ................................................ 13
' 3.2 Bed and Bank Material Composition ........................... 14
3.3 Qualitative Geomorphic Analysis ............................. 17
' 3.3.1 Purpose and Data Base ................................ 18
3.3.2 Geomorphic Settingand Historical Analysis ................. 19
3.3.3 Bank Instability ....................................... 24
3.3.4 Buffer Limits ........................................ 28
' 3.4 Sediment Transport Analysis ................................. 29
3.4.1 Routing Reach Delineation and Reach -Average Hydraulics ...... 29
' 3.4.2 Lane's Relationship Analysis ............................ 31
3.4.3 Incipient Motion Analysis .33
3.4.4 Sediment Continuity Analysis ............................ 35
' IV. CHANNEL STABILIZATION ALTERNATIVES ..................... 42
' 4.1 General ................................................ 42
4.2 Bed Stabilization Measures 42
'
4.2.1
Grade Control Structures ...............................
42
4.2.2
Drop Structures .
44
4.2.3
4.2.4
Check Dams ........................................
Channel Armoring
44
47
....................................
i
ITABLE OF CONTENTS (CONTINUED)
4.3 Bank Stabilization Measures .................................. 47
' 4.3.1 Revetments ......................................... 47
4.3.2 Retaining Structures 49
4.3.3 Channel Realiznment.................................. 56
' 43.4 Seepage ...................................... 59
4.4 Selection of Alternative Protection Measures ..................... 63
V. SUMMARY AND RECOMMENDATIONS ......................... 64
VI. REFERENCES ............................................... 66
TABLES/FIGURES/APPENDICES/SHEETS
TABLES
Table 2.1. Discharge Profiles Along Fossil Creek for
Existing and Developed Conditions . ............................ 6
Table 2.2. Comparison of Existing Condition 100-Year Water
Surface Profiles from the 1982 Master Plan and
the 1992 Stability Study . ..................................... 9
Table 2.3. Developed Condition Water Surface Profiles
for the 2-Through 100-Year Return Period Events . ................ 11
Table 3.1. Summary of Soil Parameters Associated with
the Fossil Creek Sediment Samples . ........................... 15
Table 3.2. Summary of Bank Erosion Characteristics ........................ 27
Table 3.3. Sediment Routing Reach Definitions . .......................... 30
Table 3.4. Reach Averaged Hydraulic Parameters for
the 2-and 100-Year Storm Events .............................. 32
Table 3.5. Results of Lane's Relationship Analysis . ........................ 34
Table 3.6. Incipient Motion Particle Sizes for
the Non -Grade Reaches ..................................... 36
N
ii
I
11
TABLE OF CONTENTS (CON U-4UED)
TABLES
Table 3.7. Summary of Results for the Sediment Continuity Analysis............ 41
FIGURES
Figure 1.1.
Location Map for the Fossil Creek Stability Study . .............
2
Figure 3.1.
Geomorphic Evolution of Fossil Creek . ....................
20
Figure 3.2.
Comparison of 1981 and 1992 Bed Profiles . .................
22
Figure 3.3.
Results of the Critical Bank Height Analysis . ................
26
Figure 3.4.
Summary of Results for the Sediment Continuity Analysis. ......
39
Figure 4.1.
Typical Grade Control Schematic Diagram. .................
43
Figure 4.2.
Typical Drop Structure Schematic Diagram. .................
45
Figure 4.3.
Typical Check Dam Schematic Diagram. ...................
46
Figure 4.4.
Typical Schematic for Culvert
Outlet Protection (Armoring) . ...........................
48
Figure 4.5.
Diagram of Typical Rock Riprap Revetment . ................
50
Figure 4.6.
Cable -Tied Concrete Block Revetment System. ...............
51
Figure 4.7.
Diagram of Gabion Revetment . ..........................
52
Figure 4.8.
Details for Brush Matting (Edminster et al., 1949) ............
53
Figure 4.9.
Diagram of Branch Packing (Schiechtl, 1980).................
54
Figure 4.10.
Schematic Diagram of Cellular Ladder Grid .................
55
Figure 4.11. Schematic Diagram of Toe Wall and Toe Bench Structures ..... 57
Figure 4.12. Basic Types of Retaining Structures ....................... 58
Figure 4.13. Types of Seepage Ditch Constructions (Schiechtl, 1980). ........ 60
Figure 4.14. Diagram of Three Types of Live Fascine Drains . ............. 61
iii
TABLE OF CONTENTS (CONTINUED)
FIGURES
Figure 4.15. Schematic of a Gravel Drain (Schiechtl, 1980)................ 62
APPENDICES
Appendix A.
Photographic Documentation
Appendix B:
Developed Condition Hydrographs and Hydraulic Parameter Profiles
Appendix C:
Hydraulic Analysis Calculations (Including HEC-2 Output)
Appendix D:
Fossil Creek Cross Sections
Appendix E:
Bed and Bank Material Gradation Curves
Appendix F:
Reach -Averaged Hydraulic Parameters for Developed Conditions
Appendix G:
Bed Material Discharge - Water Discharge and Rating Curves
SHEETS
Sheet 1. Water Surface Profiles.
Sheet 2. 100-Year Floodplain Boundaries (Downstream Reach).
Sheet 3. 100-Year Floodplain Boundaries (Upstream Reach).
Sheet 4. Erosion Buffer Limits (Downstream Reach).
Sheet 5. Erosion Buffer Limits (Upstream Reach).
iv
' I. INTRODUCTION
' 1.1 Authorization and Purpose
' In the Fall of 1992, the Overall Development Plan for the Paragon Point P.U.D. was
submitted to the City of Fort Collins and subsequently approved. This development is
situated adjacent to Fossil Creek, immediately south of SouthRidge Golf Course. Typical
' of many streams within Fort Collins, Fossil Creek has experienced significant changes in
recent years. These changes can be partly attributed to the effects of development activities,
tespecially with respect to increased runoff and sediment loads. Due to recent channel
stability problems, an increased awareness regarding the impact of future development
t activities on the stability of adjacent streams has developed. To quantify the potential
effects of the Paragon Point P.U.D. and identify measures for mitigation of associated
impacts, the City of Fort Collins has requested that a stability study of Fossil Creek in the
' vicinity of the development be conducted.
' The purpose of the stability study is two -fold:
1. Characterize the stability of the Fossil Creek channel between Trilby Road and
' Lemay Avenue based on an evaluation of hydrologic, hydraulic, geomorphic and
sediment -transport characteristics of the stream; and
' 2. Develop practical improvements for mitigating adverse stability conditions in the
stream.
' This report documents both the results of the stability analysis of the Fossil Creek
channel and the work associated with the development of stabilization measures along the
' study reach.
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1.2 Project Location and Summary of Existing Problems
The reach defined for this study of the stability of Fossil Creek extends from Trilby
Road upstream to Lemay Avenue. Although the investigation of channel bed and bank
stability issues were limited to this reach, the nature of the quantitative bed stability analysis
required that the hydraulic and sediment transport analyses be continued upstream of
Lemay Avenue. The Fossil Creek study reach is located within the City of Fort Collins in
the western half of Section 7 of Township 6 North, Range 68 West and is indicated in
Figure 1.1. From Trilby Road upstream a distance of approximately 4000 feet, Fossil Creek
1
EAST HORSE TOOTH
�4W5
Warre
z
Park,
ZZ,
-\c
.1findale
G-Off"course
Warren
L ke
oG > Reservoir
U
4991
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L
50"NU
co c)
UJ
Me ellands -
9
011.
er Par
RWOKROAD
050
z
6
L _Y'
4950
S Tr—u R C
-Ne
�re
0 (,I
0 12
U
fl 0
ri
IT Q L
of
T I L 14Y JOA
Trailer
qc�! _Park
c
r
Z
Figure 1.1. Location Map for the Fossil Creek Stability Study.
2
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I
E
passes through the currently developing Paragon Point, a primarily residential development.
From the north end of Paragon Point upstream to Lemay Avenue, a distance of about 3300
feet, the creek is bordered entirely by the SouthRidge Golf Course.
The primary motivating factor in the undertaking of this study, is the stability of the
channel banks within Paragon Point. In this the southern portion of study reach, the
channel is characterized by numerous meander bends and oxbows, and actively eroding,
steep to nearly vertical banks which are up to 22 feet in height. Concern was expressed
within the Stormwater Utility for the potential impact of the stream, due to further
meandering and bank erosion, on the proposed residential development (particularly in
relation to the bluff ' to the east of Fossil Creek).
The channel plan form through the golf course is similar to that through Paragon
Point and actively eroding banks are again evident; however, the banks are of lesser height
(up to about 15 feet) and the potential for economic loss caused by an unstable channel and
eroding banks is substantially lower.
In addition to the culverts under Trilby Road and Lemay Avenue, one grade control
exists within the study reach. This grade control is a concrete sill which forms the
foundation for a check structure which is used in conjunction with irrigation pumping
operations for the golf course. The check structure is located within the golf course reach
approximately 2300 feet downstream of Lemay Avenue (1000 feet upstream of Paragon
Point).
Two additional grade control structures are currently under construction within the
Paragon Point reach; these are concrete and riprap structures which are associated with two
recently -constructed sanitary sewer crossings of Fossil Creek.
Rock has been placed downstream of the Lemay Avenue culvert to provide both bed
and bank protection through two severe meanders. This "riprap" consists of up to 3-foot
diameter rocks which provide non -uniform coverage of the native material. Due to the use
of this large material and the lack of a cohesive revetment system, this installation appears
to be a partial cause of localized bank erosion as evidenced by a recently sloughed bank on
the outside of the bend directly downstream of Lemay Avenue. Similarly, toe slope
protection in the form of large diameter rocks has been placed on the outside of the bend
directly downstream of the existing grade control within the golf course.
Several factors may be contributing to the stability problems within Fossil Creek.
These factors include:
1. Development of the golf course and the consequent seepage caused by irrigation
of the course;
2. Realignment of the channel through SouthRidge Golf Course;
3
3. Backwater upstream of both Trilby Road and the existing grade control resulting
from the constriction caused by the culvert and check structure, respectively; and
4. Urbanization upstream of the study reach resulting in a potential increase in
stormwater and sediment runoff.
This study investigated the impact of each of these factors in an attempt to determine
the nature and degree of the instability problems within Fossil Creek. Alternative measures
to mitigate the instability problems are also presented.
1.3 Data Collection and Field Investigation
The field investigation completed in support of this study included numerous site visits
by Lidstone & Anderson, Inc. (LA) to: (a) stake cross section survey locations, (b) identify
areas of bed level changes including aggradation and incising, (c) locate and characterize
areas of significant bank erosion, (d) collect both bed and bank material samples, (e)
estimate channel and overbank roughness as it relates to flow resistance, and (f) identify
natural and man-made controls along the study reach. Photographic documentation of
existing conditions along the study reach was collected; these photographs are included in
Appendix A.
In conjunction with the LA field investigations, TST, Inc. surveyed 27 channel cross
sections and ten zones of significant bank erosion. This information was analyzed to
produce a 1992 thalweg profile, a 1992 HEC-2 model, and local bank profiles in the areas
which exhibit the most severe erosion problems. The bank samples were analyzed by
Terracon, Inc. to determine bank material gradation curves and other physical properties;
gradation curves for the bed samples.were developed by the Engineering Research Center
at Colorado State University.
In addition to the efforts listed above, the Fossil Creek Master Drainageway Plan
(SLA, 1982) was used extensively during this study to identify hydrology, characterize
hydraulic conditions in the channel in 1982, relate bed levels along the study reach between
1982 and 1992, and compare water surface profiles from 1981 and 1992.
4
' II. HYDROLOGIC AND HYDRAULIC ANALYSES
2.1 Hydrology
' The hydrology used in this study was defined based on the hydrologic analysis
completed for the Fossil Creek Master Plan. The Master Plan included the development
of a SWMM model for both existing and fully -developed conditions within the Fossil Creek
' watershed. Peak discharges were cited for the 2-, 5-, 10-, 50-, 100-, and 500-year return
\ period events for both existing and developed conditions. For the purposes of this study,
' discharge profiles were identified for the 2- through 100-year events for both existing and
developed conditions; these profiles are given in Table 2.1.
' The Master Plan provided flood hydrographs for the 2- through 500-year events for
the concentration point 'Fossil Creek upstream of Lemay Avenue'; in addition, the technical
addendum to the Master Plan furnished the 100-year flood hydrograph for the concentration
point 'Fossil Creek upstream of Trilby Road'.
The 2- through 50-year flood hydrographs upstream of Trilby Road were synthesized
' by multiplying the ordinates of the 100-year hydrograph by the ratio of the appropriate peak
discharges. The 2- through 100-year hydrographs downstream of Lemay Avenue were
' estimated by multiplying the ordinates of the corresponding hydrographs upstream of Lemay
Avenue by the ratio of the appropriate peak discharges. The three resulting families of
hydrographs are presented in Appendix B (Figures B.1 through B.3).
' The hydrology defined in Table 2.1 and Figures B.1 through B.3 were used in
conducting the hydraulic and channel stability analyses for this study.
t
' 2.2 Hydraulic Analyses
' 2.2.1 General
Although hydraulic analyses were completed in the Master Plan (using the U.S. Army
' Corps of Engineers Backwater Profile computer model -- HEC-2) for both existing and
future conditions, these analyses were conducted using cross sections which were digitized
' from topographic information generated from 1981 aerial photography. Due to changes in
(a) bed. levels, (b) the culvert configuration at Lemay Avenue, (c) plan form, and (d)
channel cross sections, the 1992 survey information introduced in Section 1.3 was interpreted
' and formatted to create a 1992 existing condition HEC-2 model for the study reach.
5
Table 2.1. Discharge Profiles Along Fossil Creek for Existing and Developed Conditions.
Upstream of Trilby
Road
Downstream of
Lemay Avenue
Upstream of Lemay
Avenue
Upstream of Triliby
Road
Downstream of
Lemay Avenue
Upstream of Lemay
Avenue
1
1
1
1
2 to 23
310
740
1130
2170
2720
23.1 to 23.2
310
740
1100
2030
2520
24 to 27
330
760
1100
2030
2520
2 to 23
690
1230
1680
2980
3600
23.1 to 23.2
710
1180
1570
2710
3210
24 to 27
1 750
1 1210
1570
2710
1 3210
0
0
k
Existing condition hydraulics were estimated using this model and the existing condition
hydrology presented in Section 2.1.
The 1992 survey was limited primarily to the immediate vicinity of the channel;
extensive surveying of the channel overbanks was not conducted. Consequently, the 1992
cross sections were extended to encompass the entire 100-year floodplain by using the
available topographic mapping for the area. Through the Paragon Point Development,
topographic mapping at a scale of 1" =100' with a contour interval of 1 foot was provided
by TST, Inc.; this mapping is based on aerial photography dated September 1991. The
available mapping through the SouthRidge Golf Course was provided by the City of Fort
Collins at a scale of 1" =100' with a contour interval of 2 feet. Unfortunately, this mapping
is not a completely accurate reflection of the existing topography as it is based on aerial
photography dated April 1981 which predates grading of the golf course. It is also noted
that, based on conversations with City of Fort Collins surveyor Mr. Wally Muscott, it was
determined that during the 1980s the vertical datum in this area was lowered 1.69 feet. As
a result, relative to the 1991 topography and the 1992 surveyed cross sections, the 1981
topography is situated 1.69 feet high. Consequently, when digitizing cross sections using the
1981 mapping, 1.7 feet was subtracted from each contour; this process usually resulted in
smooth transitions between the surveyed cross sections and the mapped overbank elevations,
the transitions generally would have included a vertical discontinuity if this adjustment had
not been made.
It is noted that field observations suggested that the flashboards associated with the
existing check structure in the golf course would likely fail for even moderate flow events.
Therefore, the cross section at the structure was assumed to be defined by the concrete sill
only; the flashboards were not included in the model.
The existing condition model was then modified to reflect current topographic changes
in the vicinity of the proposed park within Paragon Point, and the two newly constructed
grade controls associated with sanitary sewer crossings of Fossil Creek also within Paragon
Point. This developed condition model, which includes the fully -developed condition
hydrology presented in Section 2.1, was used to evaluate future condition hydraulics.
Channel banks in the HEC-2 model . were defined to include primarily the active
channel bed, with consideration being given to the variation in roughness across the cross
sections. The result is channel bank locations which delineate changes in roughness as well
as define the potentially active channel bed.
Estimates of Manning's n values were made for the channel and overbanks based on
field observations, standard guidelines for defining roughness coefficients, and engineering
judgement. Channel n values were designated as varying from 0.032 to 0.035, while
overbank roughness coefficients were estimated to range from 0.040 to 0.045. The
7
U
1
roughness coefficients selected for use in this study generally agree with those cited in the
Master Plan; the values have been modified as necessary to reflect changes which have
occurred during the intervening 11 years. It is noted that the overbanks within the
floodplain in Paragon Point are generally covered with short to moderately tall (less than
6 inches to about 18 inches) native grasses and weeds with no major flow obstructions;
within the SouthRidge Golf Course, the overbanks consist mostly of well-groomed lawn
grasses, again with no substantial flow obstructions. It was assumed that the five existing
golf cart bridges and four pipe crossings in the golf course would fail during large flow
events and therefore were not considered to be flow obstructions.
Starting water surface elevations for existing conditions were assumed to be identical
to those given in the Master Plan; the stage -discharge rating curve cited in the Master Plan
directly upstream of Trilby Road was used in this study.
For developed conditions, the stage -discharge rating curve upstream of Trilby Road was
determined assuming the proposed Trilby Road grade and culvert as specified in the
Preliminary Drainage Report for Paragon Point (LA, 1991). Due to the storage effects
resulting from the ponding condition upstream of the road, the routed 100-year water
surface elevation upstream of Trilby Road cited in that IA report was used as one point on
the stage -discharge rating curve. For the 2- through 10-year events, the proposed culvert
was analyzed using the Federal Highway Administration (FHWA) procedure for the design
of culverts. The HY-8 computer package, which uses the FHWA methodology was utilized
for this analysis. Tailwater conditions for the culvert were specified based on the water
surface profiles developed in the Master Plan downstream of Trilby Road. The 50-year
water surface elevation upstream of Trilby Road was estimated by interpolating between the
10- and 100-year values. The analyses for determining the developed condition starting
water surface elevations are included in Appendix C.
The culvert at Lemay Avenue was analyzed within the HEC-2 model using the 'Special
Culvert' routine; this procedure follows the FHWA guidelines mentioned above. The cross
sections used in both the existing and future condition models are provided in the figures
in Appendix D.
2.2.2 Hydraulic Analyses Associated with the Delineation of Floodulains
The HEC-2 models for both existing and developed conditions were utilized with the
corresponding 100-year discharge profile to estimate the 100-year flood profiles along the
study reach. The existing condition profile was compared to the existing condition 100-year
profile reported in the Master Plan with generally agreeable results (refer to Table 2.2).
8
Table 2.2. Comparison of Existing Condition 100-Year Water Surface Profiles from the 1982
Master Plan and the 1992 Stability Study.
.:.. :::.:....::::...;::::;;::;.:
19g Existing Condition ::;::::.::;:::::::;;:.:
......:::::: ...:.:
:..:.::>:::::::; I9$2 Existing Condition X.:
Cross Section .
aOQ-Year W S
:...
.. >.:: Gross Section : `>`;:
100-Year W S
...::..:::::::::.:::.::.....:::
::::: > .:....
;.::::;EI v ti i�.. ft :::>:>::::::;:
:>::.>:><::»::::<.>::>::>::::;:>:::»»;::...... :.:::..
_ a_ .
2
4893.4
215
4893.4
4
4893.4
213
4893.4
5
4893.4
213
4893.4
6
4893.4
212
4893.4
7
4893.4
211
4893.4
8
4893.4
210
4893.4
9
4893.4
209
4893.5
10
4893.5
209
4893.5
11
4893.8
208
4893.5
12
4893.7
207
4893.6
13
4893.7
207
4893.6
14
4894.0
206
4893.7
15
4893.6
205
4894.0
17
4895.3
203
4894.6
18
4895.3
202
4894.9
19
4896.9
201
4895.6
20
4898.4
200
4896.4
21
4899.0
199
4897.5
22
4900.2
198
4899.4
23
4900.1
197
4901.5
24
4902.3
196
4907.4
Notes: (1) The 1982 cross sections are those which most closely correspond to the
1992 cross section locations.
(2) The 1982 water surface elevations are as reported in the master plan
minus 1.7 feet to adjust for datum changes.
6
I
The two locations where the two profiles disagreed substantially were upstream of the
Lemay Avenue culvert (a result of the culvert replacement and enlargement), and within the
golf course between Cross Sections 19 and 22 where it was noted that the Master Plan
discharge in the HEC-2 model had been erroneously reduced by 300 cfs.
The 100-year flood profiles for both existing and developed conditions, as estimated
for this study, are shown on Sheet 1. The increase in water surface elevation from existing
to developed condition is primarily due to the approximately 30 percent increase in
discharge at the 100-year level. The difference in water surface elevation upstream of Trilby
Road is also influenced by the proposed culvert and finished grade associated with Trilby
Road.
Floodplain boundaries were delineated on the available topographic mapping for the
100-year event for both existing and developed conditions. The floodplain boundaries within
Paragon Point are shown on Sheet 2, while the boundaries within_ SouthRidge Golf Course
are indicated on Sheet 3. It is noted that a significant discrepancy exists between surveyed
Cross Sections 17 and 18 and the 1981 topographic mapping. The floodplain Zoodplain elevations and
boundaries are believed to be accurate and reflect the topography indicated by the 1992 surveyed
cross sections. However, due to inaccuracies of the 1981 topographic mapping, in relation
to existing grades, the floodplain elevations and boundaries in the vicinity of these cross
sections are not entirely commensurate with the mapping shown on Sheet 3.
The existing condition water surface profile for the 100-year return period is given in
Table 2.3; the HEC-2 output for the existing, 100-year analysis is included in Appendix C.
The output for the developed condition analysis will be addressed in the following section.
It is noted that downstream of the study reach, from the Union Pacific Railroad
upstream to Trilby Road. The 100-year floodplain boundaries along Fossil Creek are
currently being revised by Lidstone & Anderson, Inc. The modified boundaries will be
presented in a revision to the Fossil Creek Master Drainageway Plan.
2.2.3 Hydraulic Analyses Conducted in Support of the Channel Stability Analyses
' In addition to the 100-year event, the 2-, 5-, 10-, and 50-year return period events for
developed conditions were also modeled using HEC-2. Water surface profiles associated
' with these events are shown on Sheet 1; the water surface elevations are also given in Table
2.3. The profiles indicate that for events larger than that defined for the 2-year return
period flow, Trilby Road will generate backwater through most of the Paragon Point
' Development. In addition, backwater conditions will also be present upstream of: (a) the
new sanitary sewer crossing near Station 29+00, (b) the existing grade control in the golf
10
Table 2.3. Developed Condition Water Surface Profiles for the
2-Through 100-Year Return Period Events.
Station
ft
O
Water Surface Elevation
->
Existing
Condition.:
1.00-Year
,,
Co Developed ndition
2 Year .
5 Year
IO-Year';
50-Year
100-Year
15
4893.40
883.61
4892.57
4895.00
4895.60
4896.20
245
4893.40
4883.78
4892.57
4895.00
4895.60
4896.20
545
4893.41
4884.47
4892.57
4895.00
4895.60
4896.20
,730
4893.41
4884.56
4892.58
4895.00
4895.60
4896.20
1090
4893.41
4884.87
4892.58
4895.00
4895.60
4896.21
1355
4893.42
4885.24
4892.58
4895.00
4895.61
4896.21
1640
4893.44
4885.87
4892.59
4895.01
4895.61
4896.21
1945
4893.43
4886.53
4892.59
4895.01
4895.61
4896.22
2305
4893.48
4886.81
4892.60
4895.01
4895.63
4896.23
2800
4893.82
4887.53
4892.71
4895.05
4895.70
4896.30
2910
4887.22
4892.65
4895.02
4895.63
4896.23
2975
4893.69
4888.33
4892.70
4895.03
4895.66
4896.26
3325
4894.01
4888.80
4892.81
4895.09
4895.79
4896.38
3550
4888.74
4892.71
4895.02
4895.60
4896.18
3635
4893.56
4889.12
4892.74
4895.04
4895.72
4896.35
4020
4894.85
4889.89
4893.13
4895.24
4896.11
4896.71
4355
4895.09
4890.27
4893.25
4895.32
4896.29
4896.93
4760
4895.32
4890.69
4893.38
4895.39
4896.42
4897.06
5005
4895.29
4890.60
4893.34
4895.38
4896.37
4896.97
5180
4895.26
4892.01
4893.55
4895.37
4896.26
4896.82
5632
4896.85
4892.81
4894.41
4895.94
4897.35
4897.96
6027
4898.40
4894.37
4895.90
4896.98
4898.77
4899.46
6354
4898.99
4894.90
4896.37
4897.41
4899.38
4900.15
6884
4900.23
4896.19
4897.72
4898.69
4900.55
4901.22
7281
4900.12
4896.75
4898.07
4898.87
4900.35
4901.04
7336
4902.26
4897.65
4899.26
4900.32
4902.72
4903.65
7426
4903.40
4897.73
4899.46
4900.72
4903.92
4906.19
7456
4903.43
4897.71
4899.46
4900.74
4903.94
4906.20
7736
4903.64
4898.41
4899.96
4901.12
4904.13
4906.23
8131
4903.84
4899.40
4900.54
4901.50
4904.31
4906.31
8541
4904.29
4901.05
' 4901.85
4902.45
4904.69
4906.46
11
' course, and (c) the Lemay Avenue culvert. The complete HEC-2 output for these analyses
is included in Appendix C. (It is noted that low flow discharges of 100, 200, and 400 cfs
' were also analyzed to aid in defining the lower range of sediment transport capacities; the
analyses for these flows are included in the HEC-2 output.)
' Profiles of the hydraulic parameters which influence sediment transport characteristics
were produced for both the 2- and 100-year return period events. Channel velocity,
hydraulic depth, and effective flow width profiles are given in Figures B.4 through B.6,
' respectively. Due to backwater effects in the study reach, the 2-year flow velocities are
often greater than the 100-year velocities. For example, within the first 800 feet upstream
' of Trilby Road, 2-year velocities range up to nearly 6 fps while the 100-year velocities are
less than 1 fps. Sediment routing reaches were defined based largely on the hydraulic
' parameter profiles; the reach delineation procedure is described in Chapter M. These
sediment routing reaches are indicated on the hydraulic parameter profile figures.
Hydraulic analysis results for all eight flows (including the three low flows) were used
' to generate both the bed material transport relationships and the bed material discharge
rating curves; detailed sediment transport capacity analyses were conducted for the 2-, 5-,
' 10-, 50-, and 100-year return period events.
11
12
I
r
III. CHANNEL STABILITY ANALYSIS
3.1 General
The Fossil Creek study reach, from Trilby Road to Lemay Avenue, is a complex
system influenced by changing hydrology, the nature of both the bed and bank material, the
existence of artificial grade control structures, the potential for channel bed armoring, and
potential for lateral migration of the channel.
Under uncontrolled conditions and without armoring potential, an alluvial stream will
generally transport sediment at a rate which will satisfy its sediment transport capacity; a
characteristic which is governed primarily by the size of the available bed material and the
following hydraulic parameters: flow velocity, hydraulic depth of flow, and effective flow
width. In this scenario, a stream responds according to sediment continuity principles. If
at a particular location along a stream its sediment transport capacity is exceeded by the
upstream sediment inflow, that location will experience aggradation as the stream deposits
its excess sediment. Conversely, if at a particular location the sediment transport capacity
of a stream is greater than the upstream sediment inflow, the stream will fulfill the sediment
transport deficit by removing material from either the channel bed, banks, or both.
In the case of Fossil Creek, lowering of the channel bed may be limited by the
armoring process. In the existing condition, man-made vertical controls are present in the
form of a check structure within the SouthRidge Golf Course, rock protection downstream
of Lemay Avenue, and culverts under Trilby Road and Lemay Avenue. In the fully -
developed scenario, the Trilby Road culvert will be replaced but will still act a grade
control; two concrete and riprap sanitary sewer crossings of Fossil Creek will also act as
grade controls. These controls have the effect of artificially holding the stream bed at
grade; thereby increasing the potential for bank erosion and channel widening. The
presence of the culverts may also create an environment of upstream sediment deposition
while promoting channel scour and bank erosion at locations immediately downstream of
the culvert. As a result, this channel stability analysis of Fossil Creek accounts for the
presence of grade controls and culverts.
In recognition of these bed level considerations, stability of the Fossil Creek channel
is strongly influenced by bank erosion and lateral migration. Erosion of the banks may
partially be a result of the stream's attempt to fulfill sediment transport capacity in response
to the limited availability of bed material. However, in Fossil Creek bank erosion is
primarily a function of local flow -induced shear stresses, particularly on the outside of bends
or in zones of non -cohesive bank material, where flow impingement results in undercutting
of the banks and mass wasting and failure of the overlying bank material.
13
' Regardless of the cause, the process of bank erosion impacts sediment continuity
response by contributing relatively large volumes of sediment over short periods of time in
' localized areas. Bank erosion coupled with lateral migration further complicate the
sediment analysis of Fossil Creek as they are not continuous along the study reach. These
' processes are limited at many locations by vegetative cover or the lack of sufficient shear
stress to remove bank material.
In consideration of the complexity and diversity of the problems discussed in the
' preceding paragraphs, the channel stability analysis for Fossil Creek was approached in the
following manner:
1. General geomorphic analysis. This portion of the analysis included the
geomorphic investigation of the study reach and identification of the historical
' behavior of the channel. This analysis provided the framework for the
subsequent quantitative analyses.
' 2. Bank erosion and lateral migration analysis. This evaluation included both
qualitative and quantitative elements of historical and potential bank erosion
which were then used to temper the results of the quantitative sediment
continuity analysis.
3. Quantitative analysis. This analysis consists of performing: (a) a simple
' quantitative channel stability analysis (using Lane's relationship); (b) an analysis
of incipient motion particle sizes; and (c) a complete sediment continuity
analysis.
The following sections summarize this methodology as it specifically pertains to Fossil
' Creek.
3.2 Bed and Bank Material Composition
' In order to characterize the material which comprises the bed and banks, six bed
material and four bank material samples were collected at representative locations along
' the study reach. The samples were collected in September 1992; specific sampling locations
are indicated on Sheets 4 and 5.
' Grain size distribution curves were developed for the six bed material samples based
on a washed -sieve analysis conducted by the Engineering Research Center at Colorado State
' University. The bed material gradation curves are presented in Appendix E. A summary
of the gradation curve characteristics is given in Table 3.1. The bed material in all six
14
Table 3. 1. Summary of Soil Parameters Associated with the Fossil Creek Sediment Samples.
....... . .
Bank #1
5 +00
0-7.0
FP
0.15
NA
-
72.6
12
-
CL
Bank #2
20+75
3.5-7.0
Fp
0.21
0.11
.023
39.3
8
0
CL
Bank #3
26 + 10
9-12
FP
0.14
.045
.02S
73
14
0
CL
Bank #4 1
26 +70
12-15
Kp
0.19 1
.045
.017
67.3
is
0
CL
Bed #1
0 +50
-
-
1.85
0.39
0.22
9.6
-
Bed #2
23 +30
-
14.6
3.57
0.45
19.8
Bed #3
41 + 80
-
-
7.17
2.30
0.56
1.2
Bed #4
59 +20
-
-
10.9
4.74
1.23
1.5
Bed #5
72 +30
-
-
13.8
3.00
0.45
1.0
Bed #6
81 +60
-
-
18.7
6.00
0.94
1.9
Fp = Floodplain
Kp = Weathered Pierre Shale
15
1
' samples consists primarily of sands and gravels with only a small fraction of silts. The
samples were comprised of 60 to nearly 100 percent of fine gravels and smaller particles.
' Bed sample # 1 was collected at a location approximately 50 to 80 feet upstream of
Trilby Road; at this location, local flow conditions largely influence the composition of the
' bed material thereby resulting in a bed material gradation that is not representative of
material within the study reach. The material collected at this location was considerably
finer than the other five bed samples.
.Samples #2 through #6 exhibited similar grading characteristics and relatively tight
banding of the various material sizes. Consequently, a single representative bed material
gradation curve was identified for the study reach. This curve is indicated in both Figure
D.1 and Table D.1 contained in Appendix E.
In order to characterize the material which comprises the channel banks through the
study reach, four bank material samples were collected at representative locations. The
bank material samples were collected in September 1992; specific grab sampling locations
are indicated on Sheets 4 and 5.
Prior to conducting the bank sampling program, the entire channel reach was
' qualitatively evaluated to determine parent material, physiographic setting, bank
stratigraphy, changes in material composition and behavior of the individual banks to
' channel adjustments. The purpose of this evaluation and the later bank sampling program
was to distinguish individual bank characteristics which might influence the direction and
magnitude of bank changes through time.
' The initial geomorphic reconnaissance suggested that there were two principal parent
materials exposed in the channel banks: valley fill or floodplain deposits and weathered
Pierre Shale. The channel banks and channel bank failure seem to respond differently to
the two types of parent material. Within the valley fill deposits, local stratification was
' present but the stratification was not consistent throughout the study reach. The overall
homogeneity of the valley fill material suggests a relatively consistent depositional history
' of the channel through the study reach.
On this basis, the four sample locations were selected and "wash down' material was
removed from the face of the channel banks. A,composite or "channel" sample, representing
' the general stratigraphy of the zone of interest\was collected from each bank.'
Geotechnical analyses, including grain size distribution and Atterberg Limits were
' conducted on the four bank material samples by Terracon Environmental, Inc. Grain size
distribution was based on a washed -sieve and in some cases a hydrometer analysis. A
summary of the results of these analyses is presented in Table 3.1. The grain size
' distribution curves are presented in Appendix E.
16
' Bank samples # 1 through #4 are poorly sorted sediments with a sorting index ranging
from 1.21 to 1.55 phi. These materials are slightly better sorted than one might anticipate
in a floodplain deposit thereby suggesting a certain degree of increased reworking and
lateral migration during the 'valley fill' period of geologic time. Recent history of the
' channel is characterized by reintrenchment of the channel into that valley fill. Grading of
bank samples # 1 through #3 is relatively consistent; these samples are moderately well
graded. Conversely, sample #4 is poorly graded and reflects the influence of its parent
' material characteristics, the weathered Pierre Shale bedrock.
The bank material of Fossil Creek through the study reach is predominantly low
' plasticity silt size material. Typically the clay fraction is absent. Plasticity indices (PIS)
ranges from 8 to 14 in the floodplain deposits and 17 for the single weathered Pierre Shale
' sample. Recent samples from Mail Creek (Lidstone & Anderson, Inc., February 1991),
where the valley fill ranged from in PI from 10 to 15 and the weathered shale ranged from
15 to 25, support this relationship. The slightly higher PI in the weathered bedrock is a
' reflection of the mineralogy of the parent material and the increase in kaolinite content.
Additional soils, geologic data and soil strength properties are available in a 'Report
' of a Geotechnical Investigation For the Fossil Ridge Subdivision, Fort Collins, Colorado"
(October 1991) and Report on a Soil Profile and Ground Water Evaluation for a Portion
' of the Paragon Point P.U.D., Fort Collins, Colorado (July 1992) prepared by Empire
Laboratories.
3.3 Qualitative Geomorphic Analysis
' it Creek reflects the underlying geology of the
The channel bank material along Foss C e ymg g gy
' project area. The study area is underlain by the Upper Member of the Cretaceous Age
Pierre Shale Formation. Locally the Upper Member contains a thin resistant fine grained
slightly calcareous arkosic sandstone member. In the southern section of the proposed
' development, this sandstone member is fossiliferous. Along the east bank of Fossil Creek,
the resistant sandstone member is a ridge former. It is directly underlain by the fissile grey
' shale characteristic of the Pierre Shale.
The Upper Member of the Pierre Shale was exposed on or near the channel bed in
a construction excavation near Station 29 + 00. This unit consists of a grey concretionary silty
shale containing thin (0.1 to 0.6 feet) discontinuous beds of resistant limestone to calcareous
fine grained sandstone (calcarenite). The Pierre Shale outcrops are moderately to well
weathered, fissile and to some degree, jointed grey shale. The weathered section of the
U
III
C'
1
L
1
Pierre Shale is poorly exposed along the cut banks near Stations 39+00, 27+00, 16+50 and
3+00.
The more distinctive unnamed sandstone member of the Upper Member of the Pierre
Shale is predominantly exposed along the top of the ridge lying east of the creek at an
approximate elevation of 4920 ft, msl. This unit was encountered in many of the Empire
Laboratory borings on both the east and west side of the creek and was mapped as "resistant
bedrock". Locally the unit strikes approximately N18E and dips 13 degrees to the southwest
(Empire Laboratories, 1991). The unit is relatively thin, averaging approximately 10 to 20
feet in thickness.
Fossil Creek has historically entrenched into the Pierre Shale to form its present
valley. As the channel moved laterally across its floodplain, it formed the present day
valley -fill deposits. Within the last 100+ years Fossil Creek has reintrenched into the valley
fill deposits to form its present day incised channel. In 1991, Empire Laboratories
completed 40 soil borings in the general area and prepared a "depth to bedrock" map
(Appendix A of that report). LA's field observations confirmed the physiographic setting
of the Fossil Creek channel. In general, bank material throughout the zone of interest was
relatively uniform and exhibited little horizonation.
3.3.1 Purpose and Data Base
The purpose of the geomorphic evaluation is to define the characteristics of the Fossil
Creek drainage based on field reconnaissance, available data, and information. In particular
the geomorphic analysis identified historical changes in plan form, zones of sediment
production, local geology, geomorphic trends, and involved the collection of reconnaissance
level field data on channel bed and banks. The results of this analysis are intended to
provide a geomorphic basis for: (1) the determination of both short- and long-term trends
of the Fossil Creek channel through the study reach, (2) the establishment of erosion buffer
limits for current and future development along Fossil Creek, and (3) engineering design
of channel stabilization measures.
The geomorphic study particularly addressed the channel reaches downstream from
Lemay Avenue to Trilby Road. A cursory reconnaissance level geomorphic evaluation was
conducted upstream and downstream of the defined reach. Existing channel grades are
controlled at both culverts and a weir structure located downstream of the pump station in
the SouthRidge Golf Course. Although shale bedrock is at or near the bed of the channel
at various locations, it does not serve as a grade control. The resistant sandstone member
18
1
is too high in the stratigraphic section to serve as a vertical grade control along this
particular channel reach.
Over the course of this study, the following data were reviewed and evaluated.
1. Historical B&W aerial photographs of the general area, obtained from the City
of Fort Collins, Stormwater Utility dated:
a. 6-11-50 (approx. scale 1:1340)
b. 8-21-56 (approx. scale 1:1290)
c. 7-27-69 (approx. scale 1:1320)
d. 4-23-81 (approx. scale 1:500)
An additional flightline of B&W aerial photographs were purchased from
Aerometrics of Fort Collins with a flight date of 4-15-87 and a scale of
approximately 1:420.
2. Geotechnical reports (cited above) by Empire Laboratories, 1991 and 1992.
3. Fossil Creek Drainage Basin Master Drainageway Planning Study by Simons, Li
& Associates, 1982.
4. Channel cross sections and profiles surveyed by TST Engineering, Inc. August,
1992.
5. Geologic Map of the Boulder -Fort Collins -Greeley Area, Colorado by R. B.
Colton, 1978 (USES Misc. Inv. Map I-855-G).
6. Topographic (photogrammetric) mapping (1:100; 2-foot contours), ARIX 1981.
3.3.2 Geomorphic Setting and Historical Analysis
Fossil Creek through the study area is characteristic of an incised meandering stream.
From the Lemay crossing to Trilby Road the channel has undergone lateral migration within
its floodplain. A general overview of the historical changes along Fossil Creek are presented
in Figure 3.1. The figure establishes the approximate boundary of the pre-1970 channel with
respect to the approximate alignment of the current channel. The current channel
alignment is based on the 1987 photography. During the 1950 to 1956 period the plan
geometry of Fossil Creek exhibited little change within the scale of the aerial photography.
By 1969 the meander cutoff in the vicinity of Reach 1 (Figure 3.1) had begun to form.
Similarly there began a northward migration of the meander at Reach 3 and a westward
19
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Figure 3.1. Geomorphic Evolution
of Fossil Creek.
' migration of the meander near Reach 4. Such activity continued through the 1981 period;
in particular, the cutoff at Reach 1 was nearly complete. There was an decrease in the
' meander wavelength between Reach 1 and 2 and upstream of the Stone Creek confluence.
At Reach 2, the meander pattern migrated to the south into a colluvial apron adjacent to
' the weathered Pierre Shale bluff. The sinuosity of Reach 3 and immediately downstream
of Reach 3 increased and there was an overall increase in sinuosity and decrease in meander
wavelength throughout the upstream reach between Reach 3 and 4.
Between 1981 and 1987, the SouthRidge Golf Course was built, and channel
realignment and certain channel stabilization activities took place. Specifically, the golf
course work straightened Reach 4 (Figure 3.1) and filled what had been the active meander
to the west of the 1987 channel. A pump station and a concrete weir and grade control was
constructed upstream of Station 50+00. The purpose of the weir was to provide a backwater
condition to provide sufficient water depth for the pump station. The net result of all of
these channel straightening, realignment, and grade control construction activities has been
downstream changes to the Fossil Creek system. Immediately below Reach 4 channel
widening has occurred. In certain bank areas, there has been an increase in meander
amplitude and a decrease in meander wavelength. During this period rock was placed in a
number of locations and including downstream of the weir structure.
During this period from 1981 to 1987 changes in plan form downstream of the golf
course have continued to occur. The nature of these changes is basically unchanged and is
characterized by a decrease in meander wavelength and an increase in meander amplitude
through the processes of outside bank erosion. In Reach 1 these processes ultimately
resulted in the completion of the meander cutoff and, ultimately, channel straightening.
Downstream of this location, channel widening and an increase in sinuosity is occurring in
response to the formation of the cutoff.
An analysis of the channel profile (Figure 3.2), which compares the period depicted
in the 1982 Fossil Creek Master Plan to the 1992 I A/TST survey suggests that there has
been limited vertical movement of the channel bed. Upstream of the weir/grade control
there has been approximately one foot of aggradation. Immediately below the reach
straightened and "stabilized" by the golf course there has been slight degradation. In the
vicinity of the tight meanders near Reach 2 and below Reach 3, there has been slight
aggradation. This channel response is anticipated, where meander wavelength is decreasing
and channel length locally increases. Over time such channel aggradation and increase in
sinuosity may ultimately result in a meander cutoff. After the cutoff is formed, as occurred
near Station 9+00, channel incision or bed degradation will often ensue. It is believed that
the apparent degradation directly downstream of Trilby Road is probably due to the
reporting of an erroneously high bed elevation in 1982.
21
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1
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een 1981 an
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ay Avenue
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0. 30. 60. 90.
22
120. 150. 180. 210. 240.
Station (x 10 feet)
270. 300. 330.
i
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360. 390. 420.
Figure 3.2. Comparison of 1981 and 1992
Bed Profiles.
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Note: Due to
the plan forn
i changes between
1981 and
1992, the dis
ce between
Trilby
oad and Le
ay Avenue
flected in the
1981 profile
longer than
r
the 1
distance. Consequently,
a 1992 pro
was "stretc
" at the
break
differe
lions indi
ce.
ted (for this
gore only)
accomodate
's
420.
450. 480. 510.
540. 570. 600. 630. 660.
Station (x10 feet)
690. 720. 750. 780. 810. 840.
Figure 3.2(Continued). Comparison of
1981 and 1992 Bed Profiles.
23
u
1
Plan form changes are difficult to quantitatively estimate from the aerial photography
available for this reach of Fossil Creek. The scale of the photography, coupled with
distortion and lack of horizontal control affect the accuracy of the estimates. Typically the
estimates of horizontal migration are confined to reaches with more significant channel bank
movements and are verified by field observations of bank erosion and point bar
development. On this basis it appears that there has been an increase in the rate of channel.
migration, when comparing the 1980 to 1992 changes against the period extending from 1950
to 1980. During the earlier 30-year period the maximum movement ranged from 8 to 12
feet. During the latter 12-year period, as much as 16 to 20 feet of lateral movement may
have occurred. The majority of this movement has been in either a southward or westward
direction into the valley fill.
Geologic conditions of the Fossil Creek valley impact both the direction and
magnitude of plan form changes. Along the lower channel in Reaches 1, 2 and 3 (Figure
3.1), migration to the east is restricted by bedrock control; particularly the Pierre Shale
outcrops along the ridge and adjacent to the incised channel. In at least one location, near
Station 29+00, a construction excavation exposed Pierre Shale approximately one to two
feet below the alluvial channel bed. Shale beds and thin beds of limestone were exposed
in the lateral cuts associated with the manhole and sewer line crossing extending eastward
up the hill. This bedrock material, though not necessarily resistant to erosion, is relatively
more resistant than the valley fill deposits to the west. Based on an analysis of the valley
morphology, lateral migration of the channel into the weathered bedrock comprising the
bluff has not exceeded —30 feet during near term or post "valley fill" geologic time.
3.3.3 Bank Instability
The bank stability along Fossil Creek is reflective of the . types of material which
comprise the channel banks, the vertical loads to which the banks are subjected, seepage
forces and the channel hydraulics which impact the toe of the slopes. The following
discussion presents the historical magnitude of channel bank failure (erosion). Along
specific reaches, channel bank erosion has ranged from being minimal to greater than 32
feet during a 40-year period. Based on the nature of the channel changes, including channel
cutoffs, the rate of migration may increase.
The bank stratigraphy along Fossil Creek through the study area is discussed in the
previous sections. The valley fill deposits reflect a one -layer or typically homogeneous silt
dominated material. The weathered shale bedrock is texturally similar, yet is more
competent based on stratification and consolidation of the parent material. Due to the
24
' homogeneous nature of the channel banks and the predominance of silt fraction material,
the failure mechanisms are typically block or rotational block type failures. The failure
' planes are conjunctive with the natural prismatic structure of the soils, or in the case of the
weathered bedrock, with the joint pattern of the rock. The ongoing, yet relatively slow
t process of creep failures are presently occurring along Reach 3. Rotational slip and creep
failures are related to seepage along the channel banks and may occur as interrelated
phenomena.
The mechanism of bank failure along Fossil Creek is three -fold and can include:
' 1. Failure of a bank due to the exceedance of a threshold height (i.e., vertical load)
initiated by the downcutting of the channel profile.
2. Erosion or undercutting of the channel bank by the lateral migration of the
channel. This is coupled by the loss of soil strength and the ultimate failure of
' the bank at some height less than a threshold bank height.
3. Increase in seepage to the channel bank, which results in loss of soil strength
' and similar to (2) above, the ultimate failure of the bank at some height less
than the threshold bank height.
' Thirty-one individual banks were analyzed in the study area to determine threshold
bank parameters. The results of this analysis are graphically presented on Figure 3.3. Bank
' heights ranged from a minimum near vertical height of 3.4 feet to a maximum height of 17.6
feet. Maximum bank heights from the toe of the slope to the top of the bank reached 21.4
feet. Average measured bank angles ranged from a minimum of 33.5 degrees to a maximum
' of 79.1 degrees. The data for this analysis were compiled from the August 1992 Fossil
Creek survey by TST, Inc. The stability of the individual banks was confirmed by field
' observations in September 1992, coupled with the results of the historical geomorphic
analysis of adjustments in plan form. Locations of individual bank -instabilities, as identified
during field observations, are indicated on Sheets 4 and 5. The nature of erosion at each
location, along with the potential for future loss of material, are summarized in Table 3.2.
The critical bank height analysis suggests that the potential for bank failure is not only
' dependent on bank height but also bank angle. Typically where bank angles are steeper
than 60 degrees, a threshold bank height ranges between 8 and 12 feet. At angles flatter
' than 45 degrees, the threshold bank height was not achieved. Most channel banks less than
33 degrees are moderately vegetated and stable. The stability fields presented in Figure 33
' represent the existing site conditions and could be significantly influenced by an increase
in vertical load, such as a placement of a structure directly on a bank or an increase in pore
water pressure due to increased lawn watering or irrigation.
25
0
■X
� � 0
W
❑
°
m
�-
■
❑
z
o
®
�
®
p
0
010
°
❑
o ❑
X
W
0-
00,
a m
❑
CE
Z
Y
Zrr-
O
m
m
LU
J
J
m
�.c
�-
cl:
ui
z
Cn
LE
O
❑
)K
0
0
LO o
C1l]:J) iHJIEH NNYO
LO
O
Liz
00
LO
CD
Liz
co
CD
r,
co w
LO�
o w
LO 0
LO v
UJ
J
O Z
LO
o�
m
Liz
N
0
CV
LO
O
LO
0
0
26
Table 3.2 Summary of Bank Erosion Characteristics
Bank
Future
Failure
Erosion
Mechanism
Potential
w.Location
(lj ``;<'
f2}
1
1/2
3
2
2
5
3
3
5
4
3
2
5
2
4
6
2
5
7
2
1
8
3
4
9
2
3
10
2/3
5
11
2
4
12
2
5
13
2/3
5
14
2/3
5
15
2/3
5
16
3
5
17
2
4
18
2/3
3
19
2
4
20
2
4
21
2
3
22
2
3
23
3
5
24
3
5
25
3
5
26
3
4
(1) Failure Mechanism
1: Rotational Slip
2: Plane Slip
3: Cantilever
Bank
Fa�ure
Failure
Erosion
Mechanism
Potential
27
2
5
28
3
4
29
3
3
30
2
3
31
2
4
32
2/3
5
33
3
5
34
3
3
35
3
5
36
1
1
37
2
4
38
3
5
39
2/3
5
40
3
4
41
3
5
42
3
3
43
2
5
44
3
4
45
3
4
46
3
5
47
2
4
48
2/3
3
49
2
5
50
2
3
51
3
4
52
2
3
(2) Failure Potential
1 - Least Potential
5,2�- Most Potential
27
u
r.
To confirm this qualitative investigation of critical bank height, a Culmann analysis of
threshold bank height was performed. The Culmann equation analyzes the forces acting on
a bank versus the forces resisting bank failure and can be simply stated as follows:
= l 4c x sin 8 cos 6 } - Z (1)
l y 1-cos(&- )
where R is the critical height; c is the shear strength of the soils, (b is the stable bank angle;
8 is the angle of the slope; y is the unit weight of the soil; and Z is the depth of the surface
fractures. Soil properties for this analysis were derived from the Empire Labs reports (1991,
1992), the Fossil Creek bank material properties (Table 3.1) and field observations. In
summary, the Culmann analysis estimated that for steep to near vertical banks with tension
cracks developing near the crest, a threshold bank height of 12 to 14 feet could be derived.
Bank observations suggest that this value may be lower and approach 8 to 10 feet.
In summary, the theoretical Culmann analysis generally confirms, but may over predict
the Fossil Creek bank stability data observed in the field. Typically banks steeper than 60
degrees (1H:1V) and greater than 10 to 15 feet in height are generally unstable. Where
banks are less than 10 feet in height, over -steepening of the banks by local hydraulic forces
will result in bank failure.
3.3.4 Buffer Limits
The geomorphic analysis evaluated the historical trends of the Fossil Creek system.
The period of record included a historical aerial photograph analysis, which spanned 37
years (1950-1987). The channel profile analysis spanned 11 years of record (1981-1992).
Field observations and slope stability analyses carried the historic data base to 1992. Future
trends of the system are difficult to predict and are dependent on the hydrologic and
hydraulic influence of Fossil Creek and its numerous tributaries, future development trends,
and land use planning.
On a short term basis one can assume that outside bank erosion, channel cutoffs and
the channel's propensity to increase its sinuosity and decrease its radius of meander
curvature will continue. Further development and encroachment on the channel banks
would impact the evolution of the system. For that reason 'buffer limits" should be
established to protect man-made structures from the instability of the river system and to
minimize the influence of man's activities on the acceleration of the channel response.
1
28
1
C
1
C
As noted in the previous sections, the composition of the banks significantly impact
the rate and magnitude of plan form adjustments. Erosion buffer limits on the east side of
the lower reaches will be markedly different. These banks can maintain a greater vertical
height and have historically been relatively resistant to erosion. The buffer limit on the east
side of the creek has been established at 30 feet, based on the historical movement of the
creek against the valley wall. This 30-foot buffer limit does not apply through the
SouthRidge Golf Course where the east and/or north bank is not against bedrock.
The buffer limit with respect to banks situated against valley fill accommodates the
maximum 40-year extent of lateral migration adjusted to the recent increase in rate of
migration. This distance was estimated at 40 feet from the toe of the channel bank. This
figure does not assume any bank failure after the lateral migration occurs. To accommodate
this, the Colman theoretical analysis and the strength characteristics of the soils establishes
that bank failure will ultimately fail to an approximate angle of 33 degrees or 1.511:1V slope.
A threshold bank height of 12 feet was assumed and reduced to the 1.5H:1V slope. On this
basis the buffer limit for banks situated against valley fill was approximately 58 feet. This
was adjusted site specifically on Sheets 4 and 5 to account for true bank height, potential
meander cutoffs and floodplain conditions.
3.4 Sediment Transport Analysis
3.4.1 Routing Reach Delineation and Reach -Average Hydraulics
The quantitative sediment transport analysis was conducted on a reach -by -reach basis
using reaches which individually exhibit similar sediment transport characteristics. Since one
representative bed material gradation curve was deemed applicable for the entire study
reach (refer to Section 3.2), fifteen (15) sediment transport routing reaches were delineated
based on the presence of grade controls, and similar hydraulic conditions. The hydraulic
parameter profiles in Figures B.4 through B.6 were instrumental in delineating these
reaches. The sediment routing reach limits are listed in Table 3.3. It is noted that the
following reaches were identified as grade controls:
1. Reach 2. This reach consists of the Lemay Avenue culvert (a three -sided 32'W
X 10'H reinforced concrete box) and an approximately 140-foot length of the
downstream channel. The riprap bottom in this culvert, and in the downstream
channel, acts a grade control.
29
1
1
1
1
1
1
1
1
1
1
1
1
1
Table 3.3. Sediment Routing Reach Definitions.
eac h
Start
d
....
:`' Comments
Numbez`...<:::;`'
::::Statzo>:::>::::::::::
.....in
Sta_
>;:....... .
1
81+31
74+41
Supply reach upstream of Lemay Avenue.
2
74+41
71+95
Lemay Avenue culvert.
3
71+95
65+05
4
65+05
56+35
5
56+35
50+09
6
50+09
50+04
Existing check structure; Grade Control.
7
50+04
42+35
8
42+35
35+55
9
35+55
35+50
New sanitary sewer crossing; grade control.
10
35+50
29+10
11
29 + 10
29 +05
New sanitary sewer crossing; grade control.
12
29+05
19+65
13
19+65
14+65
14
14+65
7+25
15
7 +25
0 + 15
Upstream of Trilby Road.
30
' 2. Reach 6. This reach includes the concrete sill associated with the existing check
structure within the golf course. It was assumed that the flashboards at this
structure would fail for moderately -sized flow events.
3. Reach 9. This reach consists of the new sanitary sewer crossing at Station
' 35+50. The protective concrete casing and the surrounding riprap protection
are both acting as a local grade control.
' 4. Reach 11. This reach consists of the new sanitary sewer crossing at Station
29 + 10. The protective concrete casing and the surrounding riprap protection
are both acting as a local grade control.
r
k
Based on the collected bed material samples and a cursory check of the hydraulic
conditions in the channel, armoring potential exists along much of the study reach. The
sediment continuity model used for this study includes an assessment of the armoring
potential for each reach and accounts for the impacts should a reach become armored.
Using the reach delineations identified in Table 3.3 and indicated in Figures B.4
through B.6, average hydraulic parameters were computed for each reach. Averages were
determined for all five return period flow events and the three low flow events. The
average hydraulic parameters for the 2- and 100-year return periods are summarized in
Table 3.4. The effective flow width is often identical for. the two events; this is due to the
maximum effective width being defined as the channel bank width, and the fact that the 2-
year event in the study reach is generally associated with the bankfull flow. A full summary
of the reach -average hydraulic conditions is provided in Appendix F.
3.4.2 Lane's Relationship Anal
Prior to sediment continuity modeling, two less rigorous analyses were applied in order
to further characterize channel stability tendencies. First, Lane's relationship was applied
to the individual routing reaches. Lane's relationship states that sediment transport capacity
is directly proportional to water discharge and friction slope, and inversely proportional to
the size of the bed material. Lane's relationship takes the form:
(2)
where q is the sediment transport capacity, QV is the water discharge, 4 is the friction
slope, and D50 is the median bed material size [2].
31
I
I
I
I
I
U
I
11
I
F
11
I
I
I
I
I
Table 3.4. Reach Averaged Hydraulic Parameters for the 2-and 100-Year Storm Events.
Reach ..............
..... - ......
..........
Effective ......
..............
..........
. .........
.. .....
OC'
.............. Width
..........................
..................
............... .............................
..........
...........
............ .. . ...... ...
........ . .
....... ..................
.. .........
...............
.. ...........
..........
............
....................
. .........
... ....................
.. ..
............ ...... ...........
............
1
750
4.1
6.1
26.7
2
697
3.9
6.4
28.6
3
690
5.1
4.5
24.8
4
690
4.8
5.4
21.0
5
690
3.4
6.1
32.1
6
690
4.5
8.9
16.0
7
690
4.5
4.1
28.5
8
690
5.2
4.6
26.7
9
690
5:9
7.0
13.0
10
690
5.5
4.2
23.6
11
690
4.3
9.1
16.0
12
690
5.8
5.1
17.5
13
690
4.8
4.6
29.6
14
690
5.5
4.9
20.6
15
690
5.4
4.5
20.1
.......... . ............
.
...........
.... .......
............ ...... ..........
.................................
.
..... .........................
...........................
. ....................
:--., .............................. .
. .. ......
............ ......
...... .. ......
ar. - ..............
... ...
......... .
....... -- .......... ..
1
3210
11.5
4.0
26.7
2
3456
9.2
11.1
28.6
3
3600
10.0
7.3
24.8
4
3600
10.0
8.4
21.0
5
3600
7.9
9.4
32.1
6
3600
10.9
6.2
16.0
7
3600
10.6
3.7
28.5
8
3600
12.1
5.4
26.7
9
3600
13.3
7.6
13.0
10
3600
13.2
3.8
23.6
11
3600
13.3
4.9
16.0
12
3600
15.0
2.9
17.5
13
3600
13.9
1.8
33.2
14
3600
16.8
1.2
20.6
is
3600
17.5
0.7
20.
I
32
r]
The right-hand side of the above proportion was computed for each routing reach and
the values for adjacent reaches compared. Based on the relative sediment transport
' capacities of adjacent reaches, each reach was identified as either aggradational or
degradational. The results of this analysis are summarized in Table 3.5. It is important to
' note that Lane's relationship, and therefore these results, do not consider armoring potential
and do not fully account for the existence of grade controls. However, the table indicates
that the relationship generally reflects the bed level changes indicated in the bed profile
comparison of Figure 3.2.
The two areas where the Lane's analysis results do not agree with the comparison of
' 1981 and 1992 bed profiles (Figure 3.2) are upstream of both Trilby Road and the golf
course grade control. It appears that the 1981 bed profile upstream of Trilby Road may
' have been reported erroneously high as the cross sections for the Master Plan were digitized
from topographic mapping rather than surveyed. Consequently, Lane's result of the reach
upstream of Trilby Road being aggradational is probably more reflective of actual channel
' behavior than the degradation shown in Figure 3.2.
Upstream of the golf course grade control, the bed profile comparison indicates
' aggradation while Lane's results suggest degradation. The comparative bed profiles are
probably more representative of actual conditions. Lane's result is likely in error because
the analysis was based on a model which defined the grade control with the concrete sill
only, rather than including the flashboards. It was assumed that the flashboards would fail
for moderate and high flow events. It appears that the flashboards may remain, intact for
' lower flow events, such as those which have occurred since 1981; consequently, the model
did not account for the entire backwater potential associated with the lower flow events.
' 3.4.3 Incipient Motion Analysis
In addition to the Lane's relationship analysis, incipient motion particle sizes were
' investigated. The incipient motion (or critical) particle size is the size of material for which
the forces producing movement exactly balance the forces which inhibit movement. Any
' flow condition which is equal or greater in severity to the incipient motion threshold
condition would result in the transport of bed material. The incipient motion particle size
' is determined by relating the critical shear stress (computed using Shield's equation) to the
actual skin friction shear stress for a given flow condition.
Shield's equation for computing critical shear stress is:
' z = 0.047- - - D 3
(YB Yw) � ( )
33
1
1
1
1
Table 3.5. Results of Lane's Relationship Analysis.
radatton. .... ;:::;;:::;::::>::::::>:::;
:::::.....::.::....:;:::>:
"'..::;:.:::;>::>:::.;::;
Y
:..
-
IQ -Yf}-Y::::.:.:
ear:.....
Event;:::::;:::;:;:;:::::::::
;.:.:>:Event:......:..Event..::>::>
::::::::::::::.................
vent......
:::::::..
1
S.R.
S.R.
S.R.
S.R.
S.R.
2
G.C.
G.C.
G.C.
G.C.
G.C.
3
+
+
-
-
-
4
-
-
-
-
-
5
-
-
+
-
-
6
G.C.
G.C.
G.C.
G.C.
G.C.
7
+
+
+
+
+
8
-
-
-
-
-
9
G.C.
G.C.
G.C.
G.C.
G.C.
10
+
+
+
+
+
11
G.C.
G.C.
G.C.
G.C.
G.C.
12
-
+
+
+
+
13
0
+
+
+
+
14
0.
+
+
+
+
15
+
+
+
+
+
Notes: "0" Indicates an essentially stable reach.
"S.R." Indicates a supply reach.
"G.C." Indicates a grade control reach.
34
I
where z, is the critical shear stress in lbs/sf, ye is the specific weight of the particle in
lbs/cf, yq, is the specific weight of water in lbs/cf, and D, is the critical bed material
particle size in feet [2]. Actual shear stress due to skin friction may be computed using:
To = '/a• f-p • (4)
' where zo is the shear stress due to skin friction in lbs/sf, f is the friction factor, p is the
water density in slugs/cf, and v is the flow velocity in fps [3]. The friction factor can be
approximated using:
' f 115.2- (np)Z
= (5)
(yb )1/$
' where yh is the hydraulic flow depth in feet, and nP is the Manning's n coefficient for
the particle [3], which can be computed using Strickler's equation:
DP so (6)
26
where D90 is the size in feet for which 90 percent of the bed material is finer [2].
' By equating t, and z, from equations (3) and (4), respectively, it is possible to
compute the critical particle size D, This computation was performed for the 2- through
' 100-year events for each non -grade control reach. The results of this analysis are
summarized in Table 3.6.
The table indicates that the incipient motion particle size for the 2-year event ranges
' from 0.6 to 1.6 mm. For the 100-year event, the incipient motion particle size varies from
less than 0.1 to 2.8 mm. Comparing these values to the representative bed material
' gradation curve, it is apparent that the maximum incipient motion particle size corresponds
to a percent finer of about 44 percent. This indicates a very high potential for armoring for
' the entire study reach. Therefore, it would be anticipated that the study reach has only
minor potential for significant bed lowering.
3.4.4 Sediment Continuity Analysis
Using the developed condition hydraulic parameters and the representative bed
' material gradation curve for the study reach, bed material transport relationships of the
form
35
1
1
1
1
Table 3.6. Incipient Motion Particle Sizes for the Non -Grade Control Reaches.
Reach.:.:::.;:.;::::.;:.::::.:<..<:.;:::::::::::::::::::::::_::
......:::.:........................................
..................:::ci
�ent:Motton::,.,,,:uY::
..:.:::::::.:::::::.:::. :..:::.:: <.;<:.:;::.:<.::::< ::<.;:.(�:.:)�.:::::::::;:.:::::::::::::::::.:..:::.:..::.:
P....................................
:..
:
..
2 ...
....::100-Year
S.
. .Year ............
;: 10 Y-X.:
.
1
1.46
1.28
1.07
0.76
0.44
3
0.72
0.91
1.02
1.39
1.56
4 1
1.07
1.37
1.46
1.92
2.04
5
1.54
1.82
1.40
2.46
2.79
7
0.65
0.30
0.20
0.37
0.38
8
0.75
0.45
0.32
0.72
0.80
10
0.61
0.21
0.14
0.34
0.38
12
0.89
0.17
0.09
0.20
0.21
13
0.79
0.09
0.04
0.08
0.09
14
0.85
0.03
0.01
0.03
0.04
15
0.73
0.01
0.00 1
0.01
0.01
36
' were developed for each of the 15 sediment routing reaches. In equation (7), q. is the bed
material transport rate in cfs/ft, v is the channel flow velocity in fps, yh is the hydraulic
' depth in feet, and a, b, and c are multiple regression parameters. The bed material
transport rate in equation (7) is the total bed material load which consists of both bed load
' and suspended bed load. The Meyer -Peter, Muller equation for bed load, and the Einstein
formula for suspended bed material load were used to estimate the two components of the
total bed material load. The total bed material load was computed for each hydraulic
condition, and the parameters a, b, and c were determined using multiple regression
techniques.
The parameters a, b, and c for each reach are presented in Appendix G (Table G.1).
Typical values for b and c normally range from 2.0 to 5.0, and -1.0 to 1.0, respectively.
' With only one exception, the Fossil Creek parameters fall within these ranges. The
exception was in Reach 15 where the b parameter is slightly high at 5.97. The coefficients
of multiple determination for the regressions indicate a highly satisfactory fit of the data
' with the bed material transport relationships.
Using the bed material transport relationships, and the range of water discharges with
' associated flow velocities, hydraulic depths, and effective flow widths, sediment -water
discharge rating curves of the form
= A- (Q.)B (8)
' were developed for each of the 15 reaches. In equation (8), q is the total bed material
transport rate in cfs, Q,„ is the water discharge in cfs, and A and B are regression
parameters. The regression parameters for the power curve suggested in equation (8) were
' determined using a linear regression procedure applied to the logarithms of both water and
sediment discharge. In many instances, it was appropriate to partition the range of water
' discharges and determine two or more power curve segments for a reach; each segment (or
A-B pair) then has a maximum water discharge associated with it. The resulting rating
' curve for each reach is given in Table G.2; these rating curves have been plotted and are
included in Appendix G. An inspection of these curves indicates that they closely match the
computed sediment discharge values. The irregular shape of many of these curves is due
' to the impact of backwater conditions which tend to minimize the sediment transport
capacity at the 10-year flow level.
' Separate sediment continuity analyses were conducted for each of the 2- through 100-
year return period storm events. The reach upstream of Lemay Avenue was taken as the
upstream sediment supply reach for the analysis.
Armoring of the channel bed was accounted for in the sediment continuity model
using the following equation:
37
' AZ = 2-D,- I
-1 (9)
Pl
' where AZ is the armor depth in feet, and P, is the decimal percent coarser than the
critical particle size D, in feet. The model allows degradation down to, but not below, the
' armor depth.
The results of the analysis are summarized in Figure 3.4 and Table 3.7. It is noted
' that the values given in the table reflect the impact of an assumed porosity of the bed
material of 0.4. The results indicate that in relation to bed level fluctuations the entire
' study reach is relatively stable. For the 2- and 100-year events, the maximum change in bed
level was estimated to be 0.2 and 0.8 feet, respectively. The analysis demonstrated a
potential for armoring of Reaches 12, 14, and 15 for the 5-, 10-, 50-, and 100-year events.
' The analysis of individual storm events described above provides insight into the short-
term response of the channel to single events. The long-term channel response can be
' estimated by probability weighting of the bed level changes expected for each return period.
The equation for computing the average annual aggradation or degradation depth for each
' reach takes the form
D. = 0.015(D100) + 0.06(1)so) + 0.09(Dlo) + 0.50(4) + 0.65(D2) (10)
where D, is the aggradation or degradation depth for return period i, and D. is the
average annual aggradation or degradation depth. The average annual depths estimated for
each reach are also provided in Table 3.7. The results again indicate a relatively stable
' reach with a maximum annual change in bed level of 0.4. feet.
In summary, the various components of the quantitative channel stability analysis all
indicate that the potential for bed level fluctuations throughout the study reach is relatively
' low. The channel tends to maintain its current bed level due to both having achieved a
general equilibrium in sediment transport capacity and exhibiting a significant potential for
' armoring. This condition has not been entirely the result of natural forces as the hydraulic
conditions in the channel are largely dictated by the flow constrictions at Trilby Road and
' Lemay Avenue, and to a lesser extent by the other three grade controls. Based on the
behavior. of the channel it appears that the three grade controls probably have a relatively
minor impact on the channel bed stability; the flow constriction caused by the Trilby Road
culvert appears to be the man-made feature which most significantly impacts the behavior
of Fossil Creek through the study reach.
38
to
00
Co
co
00
't
N
Co
00
a�
0
Co
o Co
v
w �
Co
ca
n
Co
"t
Co
`8
REACH
I
15
14
13
12
101
NUMBER
2-YEAR
I 0
0
+
0'
0
EVENT
-
10��
0
0
0
0
0
ANNUAL
Y w
.X
wV
wZ
w
f
O
w -i
a
0O
11
u.m
yv
10
� H
7
8
3
NOO
.5.
6
T
_
13.1
14
15
3
4
11.1
oo
2
3
w
2
to
U
AGGRADA
TION
3
O
joo�
DEGRADATION.
3
N
Z
U
STABLE
S THAN
co>-
Cf
0
w
.0.05' EL EV.
CHANGE
CC Z
Q coZ
co
a
SCALE: H
RIZ. 1'= 300'
GRADE CONTROL.,
Q co
O
O
Fr
RT. 1'=2'
z
co U
co U
Q
j
Q
a
a
0
0. 30. 60. 90. 120. 150. 180. 210. 240. 270. 300. 330. 360. .390. 420.
Distance (x'10 feet)
Figure 3.4. Summary of Results for
the Sediment Continuity
Analysis.
39
LO
M
00
14t
Ki
rn
00
Sri
Co
00
,It
Ki
00
00
v
420.
C�3
7
5
4
3
2
1
REACH
NUMBER
+
(SUPPLY REACH)
f
(SUPPLY REACH)
EVENT
100"YEAR
EVENT
(SUPPLY REACH)
AVERAGE
ANNUAL
-00000
21
2
F--
Y
UJ
'=
4
U
0
(26
19
23.1
23.
25
3 j
17.1
18
LE
END
AGGRAD
TION
16
17
DEGRAD
hTION
w
z
STABLE
(LESS THAN
w
Q
GRADE CONTROL
X.
SCALE:
= 300'
HORIZ. 1
w
VERT. I "a
2'
450. 480.
40
510.' 540. 570. 600. 630. 660.
Distance (x10 feet)
690. 720. 750. 780. 810. 840.
.,Figure 3.4(Continued). Summary of
Results for the Sediment
Continuity Analysis.
r
i
f
Table 3.7. Summary of Results for the Sediment Continuity Analysis
A,ggradatiori(+) or Degradatzori (..Depth
.............(ft�:
Read
2 Year
5 Y.
10-Year
50 Year,><
100-Year
Average
Annual
1
--- Supply Reach ---
2
--- Grade Control ---
3
+0.15
+0.21
+0.20
+0.16
+0.11
+0.23
4
-0.05
-0.11
-0.14
-0.24
-0.28
-0.12
5
-0.15
-0.29
-0.40
-0.69
-0.81
1 -0.33
6
--- Grade Control ---
7
+0.17
+0.37
+0.54
+0.61
+0.53
+0.39
8
+0.03
+0.02
+0.01
-0.01
-0.04
+0.03
9
--- Grade Control ---
10 1
0.00
+0.02
+0.03
1 +0.06
+0.09
+0.02
11
--- Grade Control ---
12
-0.06
0.W
0.W
-0.01'
-0.0P
-0.04
13
+0.06
0.00
0.00
+0.01
+0.02
+0.04
14
-0.03
0.W
0.00,
0.W
0.00
-0.02
15
-0.01
0.00`
0.00°
0.0(r
0.00
--0.01
Reach will tend to armor for the indicated hydraulic conditions.
41
C
HEC-2 OUTPUT FOR DEVELOPED CONDITIONS
u
I
r
'
22SEP92
13:59:29
•t,rt,e,►,twt,r rttswtrw,r,rws
♦siit,�,tw • wwwtr w t
'
HEC-2 WATER
SURFACE PROFILES
Version
4.6.0; February 1991
'
,►t,r,r,r,r,r*#trt*t�+f*rr,rs*:tnettftttrtr,ew
'
THIS IS AN
ARCHIVAL RUN
ALL DATA AND RESULTS ARE
SAVED ON UNIT 96
AC
T1
FOSSIL
CREEK STABILITY STUDY
.-- LIDSTONE &
ANDERSON, INC.
T2
REACH:
TRILBY RD U/S TO LEMAY
AVE
T3
FOSSIL
CREEK --
100 CFS LOW FLOW DEVELOPED CONDITION
'
J1
ICHECK
INO
NINV
IDIR STRT
METRIC
HVINS
2
0
0 0
0
0
'0
J2
NPROF
IPLOT
PRFVS
XSECV XSECH
FN
ALLDC
'
1
0
'
NC
OT
0.045
8
0.045
100
0.032
200
0.1
400
0.3
690
1230
U/S OF TRILBY
ROAD CULVERT
X1
2
31
1066.9
1086.0
0
0
RC
14
0
4876.1
160
4877.8
200
4878.6
320
4879.0
360
4879.4
400
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RC
4892.4
1600
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1680
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2980
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4900
913
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1000.0
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1066.9
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.
1070.3
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4881.6
1123.7
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1855
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1983
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2307
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2701
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2884
0.040
0.040
0.032
0.1
0.3
tNC
X1
3
28
1027.9
1046.6
215
165
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4900
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1017.8
4881.E
1027.9
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4882.2
1046.6
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4889
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GR
4894
2444
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2510
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2558
'
1
GR
4898
2748
4899
2777
4900
2818
PAGE 1
THIS RUN EXECUTED 22SEP92 13:59:29
CO-PPD-01
09/18/92
G WSEL FO
0 4877.2
I8W CHNIM ITRACE
k
1680 2980 3600
0
4878.1
240
4878.3
280
4881.8
800
4884.3
1200
4895.6
3600
4896.2
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955
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962
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2399
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2431
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2853
230
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987
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1000.0
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4888
1209
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2273
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2376
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2670
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2696
22SEP92 13:59:29
'
X1
4
34
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PAGE 2
1116.9
210
110
300
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9"
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960
1000.0
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1074.4
4888.5
1084.4
1225
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1290
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1450
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1468
1785
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1822
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2105
2488
1083.0
195
125
285
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1065.4
1077.3
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1233.5
1292
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1730
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225
305
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1000.0
1063.7
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1069.8
4879.1
1077.8
4884.3
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1131.5
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4892
1228
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1237
1259
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' 22SEP92
' X1 10
GR 4900
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GR 48"
13:59:29 PAGE 3
32
1067.7
1085.4
150
310
360
918
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937
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966
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982
1000.0
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1053.9
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1067.7
1069.7
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1077.7
4880.9
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1085.4
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2147
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320
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2018
'
22SEP92
13:59:29
'
END PARAGON POINT, BEGIN
SOUTHRIDGE GOLF COURSE
NC
0.037
0.040
0.033
0.1
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15
18
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SOUTHRIDGE
CHECK STRUCTURE
'
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PAGE 4
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'
22SEP92
13:59:29
'
NC
0.040
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4890.1
1061.5
4889.4
1068.2
4890.5
4894.9
1109.6
4896.7
1116.9
4897.4
'GR
GR
4902.3
1272
4904.3
1400
4906.3
NC
0.040
0.045
0.035
0.1
0.3
'X1
23
19
1063.5
1086.4
335
GR
4910.3
679
4908.3
711
4907.5
GR
4894.1
1065.0
4892.1
1066.6
4892.1
4895.4
1086.4
4895.9
1096.5
4900.3
'GR
GR
4904.3
1478
4906.3
1580
4908.3
'
D/S FACE OF
LEMAY AVENUE CULVERT
OT
8
103
206
412
710
'NC
0.040
0.045
0.035
0.3
0.5
xi
23.1
16
1063.5
1104.8
140
X3
10
4911.3
679
4909.3
711
4908.5
'GR
GR
4895.1
1065.0
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4906.3
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1160.1
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'
GR
4911.3
1772
SC
1.020
0.50
2.6
900
10
'
U/S FACE OF
LEMAY AVENUE CULVERT
x1
23.2
22
1099.8
1134.5
90
X2
2
4903.6
4906.7
'
X3
10
GR
4914.3
462
4912.3
512
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4903.8
1047.6
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1100.5
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4904.3
1212
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1873
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18"
325
395
143
4902.3
1020.6
4890.9
1070.2
4892.4
2020
4908.3
290
327
1000.0
4899.8
1109.1
4891.6
1128.4
4892.1
280
530
1000.0
4904.4
1076.2
4891.9
1130.4
4899.3
1448
4908.3
130
397
1000.0
4907.2
1074.9
4892.8
1114.1
4905.3
1716
4910.3
1180 1570
10 55
1000.0 4908.2
1098.6 4896.4
1478 4907.3
513 4902.3
1052.9 4889.3
1072.4 4897.6
2052
1017.7 4896.5
1111.1 4889.4
1132.2 4894.3
1056.0 4895.0
1077.4 4893.6
1136.3 4901.7
1490
1048.4 4895.1
1081.1 4894.4
1136.6 4906.0
1772
2710 3210
1048.4 4896.1
1104.8 4901.3
1580 4909.3
PAGE 5
925
1054.4
1073.4
1083.0
1112.1
1138.1
1057.2
1080.8
1174.5
1063.5
1083.1
1160.1
1063.5
1114.1
1716
32 90 8.1 4893.6 4893.1
90 90
587
4908.3
1056.7
4902.4
1134.5
4899.4
1595
4908.3
697
4906.3
1069.0
4895.2
1156.9
4902.0
1725
4910.3
955
1099.8
1196.3
1775
t
22SEP92
13:59:29
'
NC
0.040
0.040
0.032
0.1
CT
8
109
217
435
X1
24
25
1105.6
1127.0
'GR
4914.3
462
4912.3
512
GR
4904.3
1000.0
4903.8
1047.6
GR
4894.6
1105.6
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1156.9
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GR
4906.3
1595
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X1
X3
25
21
1169.7
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GR
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482
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689
GR
4906.3
951
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1026
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4898.9
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1169.7
GR
4906.7
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4914.3
1405
'
X1
26
15
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4914.3
620
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GR
4903.7
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1
1
1
1
PAGE 6
0.3
750
1210
1570
2710
3210
30
30
30
4910.3
587
4908.3
697
4906.3
955
4905.7
1056.7
4902.4
1069.0
4895.2
1099.8
4893.2
1113.2
4893.3
1125.5
4894.7
1127.0
4902.0
1196.3
4904.3
1212
4904.3
1517
4910.3
1775
4912.3
1823
4914.3
1864
300
340
280
4906.3
- 734
4904.3
775
4904.3
842
4904.3
1050
4903.7
1063.9
4901.9
1096.4
4894.8
1173.4
4892.8
1196.1
4894.4
1198.3
4908.3
1298
4910.3
1334
4912.3
1378
200
370
395
4908.3
730
4909.4
1000.0
4909.7
1050.6
4895.1
1074.0
4898.2
1075.9
4899.3
1130.2
4910.3
1310
4912.3
1393
4914.3
1430
' 22SEP92 13:59:29 PAGE 7
' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
0 OLOB OCH CROB ALOE ACH ARDS VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XL08R ITRIAL IDC ICONT CORAR TOPWID ENDST
*PROF 1
1
'CCHV= .100 CEHV= .300
*SECNO 2.000
3720 CRITICAL DEPTH ASSUMED
2.000 1.90 4878.20 4878.20 4877.20 4878.78 .58 .00 .00 4881.10
100.0 .0 100.0 .0 .0 16.4 .0 .0 .0 4881.60
.00 .00 6.09 .00 .000 .032 .000 .000 4876.30 1069.80
.015366 0. 0. 0. 0 17 0 .00 14.28 1084.08
CCHV= .100 CEHV= .300
'*SECNO 3.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.95
' 3.000 3.28 4879.58 .00 .00 4879.73 .14 .90 .04 4881.60
100.0 .0 100.0 .0 .0 33.1 .0 .1 .1 4882.20
.02 .00 3.02 .00 .000 .032 .000 .000 4876.30 1029.91
' .001762 215. 230. 165. 4 0 0 .00 15.16 1045.07
*SECNO 4.000
4.000 3.11 4880.21 .00 .00 4880.40 .19 .66 .02 4881.20
100.0 .0 100.0 .0 .0 28.3 .0 .3 .2 4888.00
.04 .00 3.54 .00 .000 .032 .000 .000 4877.10 1096.19
' .002815 210. 300. 110. 3 0 0 .00 14.85 1111.04
'CCHV= .100 CEHV= .300
*SECNO 5.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.48
' 5.000 2.64 4880.64 .00 .00 4880.75 .11 .34 .01 4886.10
100.0 .0 100.0 .0 .0 38.3 .0 .5 .2 4882.10
' .06 .00 2.61 .00 .000 .032 .000 .000 4878.00 1059.20
.001286 165. 185. 120. 2 0 0 .00 17.11 1076.32
' *SECNO 6.000
6.000 2.86 4881.16 .00 .00 4881.28 .12 .53 .00 4882.60
100.0 .0 100.0 .0 .0 35.7 .0 .8 .4 4882.20
' .10 .00 2.80 .00 .000 .032 .000 .000 4878.30 1060.18
.001683 180. 360. 355. 2 0 0 .00 18.37 1078.55
'
22SEP92
13:59:29
SECNO
DEPTH CWSEL
CRIWS
WSELK
EG
HV
HL
'
0
GLOB GCH
GROB
ALOB
ACH
AROB
VOL
TIME
VLOB VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE
XLOBL XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
CCHV=
.100 CEHV= .300
*SECNO 7.000
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
' 7.000 2.96 4881.56 .00 .00 4881.67 .11 .39 .00 4883.90
100.0 .0 100.0 .0 .0 37.8 .0 1.0 .5 4883.60
' .13 .00 2.65 .00 .000 .032 .000 .000 4878.60 1050.07
.001270 185. 265. 335. 1 0 0 .00 16.43 1066.50
' *SECNO 8.000
8.000
3.48
4881.88
.00
.00
4881.97
.09
.30
.00
4897.00
100.0
.0
100.0
.0
.0
42.1
.0
1.3
.6
4887.50
.16
.00
2.37
.00
.000
.032
.000
.000
4878.40
1063.25
'
000893
195.
285.
125.
2
0
0
.00
15.89
1079.14
' *SECNO 9.000
9.000
3.04
4882.14
.00
.00
4882.20
.06
.23
.00
4891.80
100.0
.0
100.0
.0
.0
50.5
.0
1.6
.7
4884.30
.20
.00
1.98
.00
.000
.032
.000
.000
4879.10
1061.26
'
.000625
270.
305.
225.
2
0
0
.00
20.51
1081.78
' *SECNO 10.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .56
10.000
2.85
4882.45
.00
.00
4882.59
.15
.37
.03
4884.30
100.0
.0
100.0
.0
.0
32.6
.0
1.9
.9
4883.20
.24
.00
3.06
.00
.000
.032
.000
.000
4879.60
1068.76
'
.0019-66
150.
360.
310.
2
0
0
.00
16.05
1084.81
*SECNO 11.000
11.000
3.19
4883.49
.00
.00
4883.69
.20
1.08
.02
4885.60
100.0
.0
100.0
.0
.0
28.1
.0
2.3
1.0
4885.30
t.28
.00
3.56
.00
.000
.032
.000
.000
4880.30
1056.36
.002430
320.
495.
125.
2
0
0
.00
11.27
1067.62
*SECNO 11.100
7185 MINIMUM SPECIFIC
ENERGY
3720 CRITICAL
DEPTH ASSUMED
'
11.100
1.63
4883.73
4883.73
.00
4884.37
.64
.55
.13
4885.00
100.0
.0
100.0
.0
.0
15.6
.0
2.3
1.1
4885.00
.28
.00
6.43
.00
.000
.032
.000
.000
4882.10
993.75
'
.015138
120.
110.
125.
2
8
0
.00
12.06
1005.81
PAGE 8
' 22SEP92
13:59:29
PAGE 9
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
G
OLOB
CCH
OROB
ALOB
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
*SECNO 12.000
' 3301 HV CHANGED MORE
THAN HVINS
' 3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
3.85
12.000
4.10
4884.50
.00
.00
4884.60
.09
.17
.06
4886.10
100.0
.0
100.0
.0
.0
41.2
.0
2.4
1.1
4885.00
'
.29
.00
2.43
.00
.000
.032
.000
.000
4880.40
1060.53
.001020
70.
65.
10.
2
0
0
.00
16.81
1077.34
' *SECNO
13.000
13.000
2.54
4884.94
.00
.00
4885.05
.11
.45
.00
4886.80
' 100.0
.0
100.0
.0
.0
38.2
.0
2.7
1.2
4886.10
.32
.00
2.62
.00
.000
.032
.000
.000
4882.40
1021.34
.001641
140.
350.
220.
3
0
0
.00
22.05
1043.39
*SECNO 13.100
' 13.100
100.0
2.60
.0
4885.30
99.9
.00
.1
.00
.0
4885.46
31.5
.16
.3
AD
2.9
.01
1.3
4885.00
4885.00
.34
.02
3.17
.45
.040
.032
.040
.000
4882.70
992.70
.001890
205.
225.
115.
2
0
0
.00
15.11
1007.80
*SECNO 14.000
' 3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
1.62
14,000
3,69
4881,49
.00
.00
4885.56
.07
.09
.01
4888.10
'
100.0
.0
100.0
.0
.0
47.2
.0
3.0
1.4
4892.80 .
.36
.00
. 2.12
.00
.000
.032
.000
.000
4881.80
1094.27
.000716
130.
85.
25.
2
0
0
.00
18.72
1112.98
CCHV= .100
CEHV=
.300
*SECNO 15.000
'
15.000
2.82
4885.82
.00
.00
4885.90
.08
.33
.00
4888.60
100.0
.0
100.0
.0
.0
44.6
.0
3.4
1.6
4887.80
.40
.00
2.24
.00
.000
.033
.000
.000
4883.00
1057.66
' .001077
1
155.
385.
200.
0
0
0
.00
22.30
1079.96
' 22SEP92 13:59:29 PAGE 10
' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
0 OLOB OCH OROB ALOB ACH ARDS VOL TWA R-BANK ELEV
TIME VLOS VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO 16.000
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO .42
' 16.000 2.59 48116.39 .00 .00 4886.67 .28 .71 .06 4886.50
100.0 .0 100.0 .0 .0 23.7 .0 3.6 1.7 4893.20
.43 .00 4.22 .00 .000 .033 -.000 .000 4883.80 1078.67
.006052 345. 335. 140. 3 0 0 .00 16.12 1094.79
*SECNO 17.000
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 4.24
' 17.000 3.31 4887.01 .00 .00 4887.05 .04 .36 .02 4889,31
100.0 .0 100.0 .0 .0 65.5 .0 4.0 1.9 4900.50
.50 .00 1.53 .00 .000 .033 .000 .000 4883.70 1174.41
.000337 135. 405. 210: 2 0 0 .00 23.11 1197.52
*SECNO 17.100
3685 20 TRIALS ATTEMPTED WSEL,CWSEL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
' 3470 ENCROACHMENT STATIONS= 881.0 1310.0 TYPE= 1 TARGET=-881.000
17.100 1.06 4887.16 4887.16 .00 4887.70 .54 .26 .15 4889.70
100.0 .0 100.0 .0 .0 17.0 .0 4.3 2.0 4889.60
' .51 .00 5.87 .00 .000 .033 .000 .000 4886.10 1058.00
.018505 170. 245. 75. 20 17 0 .00 16.00 1074.00
' *SECNO 18.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 3.53
18.000 3.18 4888.28 .00 .00 4888.37 .10 .63 .04 4897.90
100.0 .0 100.0 .0 .0 40.4 .0 4.4 2.1 4889.50
' .53 .00 2.48 .00 .000 .033 .000 .000 4885.10 1011.77
.001483 155. 175. 110. 4 0 0 .00 22.51 1034.27
' 22SEP92 13:59:29 PAGE 11
' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
0 OLDS OCH GROB ALOB ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
' SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO 19.000
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .48
' 19.000 2.16 4889,36 .00 .00 4889.66 .29 1.22 .06 4897.00
100.0 .0 100.0 .0 .0 23.0 .0 4.7 2.3 4890.20
.56 .00 4.35 .00 .000 .033 -.000 .000 4887.20 1029.12
.006425 280. 452. 280. 3 0 0 .00 16.36 1045.47
CCHV= .100 CEHV= .300
' *SECNO 20.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.75
20.000 2.69 4890.89 .00 .00 4891.01 .13 1.34 .02 4890.90
100.0 .0 100.0 .0 .0 34.9 .0 5.0 2.4 4897.60
.60 .00 2.87 .00 .000 .035 .000 .000 4888.20 1052.91
' .002093 375. 395. 325. 2 0 0 .00 17.83 1070.74
' *SECNO 21.000
21.000 2.65 4891.55 .00 .00 4891.67 .12 .66 .00 4894.70
100.0 .0 99.9 .1 .0 35.5 .1 5.2 2.6 4891.30
.63 .00 2.82 .40 .000 .035 .040 .000 4888.90 1111.12
.001942 240. 327. 290. 3 0 0 .00 18.47 1129.59
*SECNO 22.000
22.000 3.01 4892.41 .00 .00 4892.50 .09 .83 .00 4904.40
100.0 .0 100.0 .0 .0 41.6 .0 5.7 2.6 4893.60
2.40 .00 .000 .035 .000 .000 4889,40 1059.47
.001277 340. 530. 280. 2 0 0 .00 18.96 1078.43
'CCHV= .100 CEHV= .300
*SECNO 23.000
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .26
23.000 1.28 4893.38 4893.36 .00 4893.91 .53 1.28 .13 4895.10
' 100.0 .0 100.0 .0 .0 17.2 .0 6.0 2.9 4895.40
.71 .00 5.83 .00 .000 .035 .000 .000 4892.10 1065.58
.018717 335. 397. 130. 3 18 0 .00 16.24 1081.82
'
22SEP92 13:59:29
PAGE 12
SECNO DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK
ELEV
'
0 OLOB
OCH
OROB
ALOB
ACH
ARCS
VOL
TWA
R-BANK
ELEV
TIME VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
CCHV= .300 CEHV=
.500
'
*SECNO 23.100
3302 WARNING: CONVEYANCE CHANGE OUTSIDE
OF ACCEPTABLE
RANGE,
KRATIO =
2.45
'
3495 OVERBANK AREA ASSUMED NON -EFFECTIVE,
ELLEA=
4896.10
ELREA=
4896.40
'
23.100 1.19
4894.29
.00
.00
4894.39
.10
.36
.13
4896.10
103.0 .0
103.0
.0
.0
39.6
.0
6.0
3.0
4896.40
.72 .00
2.60
.00
.000
.035
.000
.000
4893.10
1065.66
.003295 140.
55.
10.
2
0
0
.00
35.16
1100.82
SPECIAL CULVERT
SC CUNO CUNV
ENTLC
COFO
RDLEN
RISE
SPAN
CULVLN
CHRT
SCL
ELCHU ELCHD
'
1 .020
.50
2.60
900.00
10.00
32.00
90.00
8
1
4893.60 4893.10
CHART 8 - BOX CULVERT
WITH FLARED WINGWALLS;
NO INLET TOP EDGE BEVEL
'
SCALE 1 - WINGWALLS FLARED 30
TO 75 DEGREES
*SECNO 23.200
SPECIAL CULVERT OUTLET
CONTROL
EGIC = 4894.626 EGOC = 4894.777 PCWSE= 4894.287 ELTRD= 4906.700
SPECIAL CULVERT
EGIC EGOC
H4
OWEIR
OCULV
VCH
ACULV
ELTRD
WEIRLN
'
4894.63 4894.78
.39
0.
103,
3.008
320.0
4906,70
0.
'
3495 OVERBANK AREA ASSUMED NON -EFFECTIVE,
ELREA=
4895.20
ELREA=
4895.10
23.200 1.04
4894.64
.00
.00
4894.78
.14
.39
.00
4895.20
103.0 .0
103.0
.0
.0
34.2
.0
6.1
3.1
4895.10
'
.72 .00
3.01
.00
.000
.035
.000
.000
4893.60
1100.05
.005144 90.
90.
90.
2
0
0
.00
33.84
1133.89
CCHV= .100 CEHV=
.300
*SECNO 24.000
24.000 1.53
4894.73
.00
.00
4894.95
.22
.15
.02
4894.60
109.0 .0
109.0
.0
.1
28.8
.0
6.1
3.1
4894.70
.73 .03
3.79
.03
.040
.032
.040
.000
4893.20
1104.37
'
.004732 30.
30.
30.
2
0
0
.00
23.14
1127.51
'
22SEP92
13:59:29
SECNO
DEPTH CWSEL
CRIWS
WSELK
EG
HV
HL
C
CLOB GCH
CROB
ALOB
ACH
AROB
VOL
TIME
VLOB VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE
XLOBL XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
*SECNO 25.000
'
3302 WARNING:
CONVEYANCE CHANGE OUTSIDE
OF ACCEPTABLE
RANGE,
KRATIO =
1.78
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
' 3470 ENCROACHMENT STATIONS= 951.0 1405.0 TYPE= 1 TARGET= -951.000
25.000 2.75 4895.55 .00 .00 4895.65 .09 .68 .01 4896.70
109.0 .0 109.0 .0 .0 44.8 .0 6.4 3.2 4906.70
' .76 .00 2.43 .00 .000 .032 .000 .000 4892.80 1171.93
.001487 300. 280. 340. 3 0 0 .00 26.50 1198.42
' *SECNO 26.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .64
t
26.000
2.15
4896.35
.00
.00
4896.55
.20
.87
.03
4909.70
109.0
.0
109.0
.0
.0
30.1
.0
6.7
3.4
4898.20
.79
.00
3.63
.00
.000
.032
.000
.000
4894.20
1056.22
'
.003626
200.
395.
370.
2
0
0
.00
18.55
1074.76
11
PAGE 13
22SEP92 13:59:29
'T1 FOSSIL CREEK STABILITY STUDY -- LIDSTONE & ANDERSON, INC.
T2 REACH: TRILBY RD U/S TO LEMAY AVE
T3 FOSSIL CREEK -- 200 CFS LOW FLOW DEVELOPED CONDITION
' J1 ICHECK ING N1NV 1DIR STRT METRIC HVINS
0 3 0 0 0 0 0
J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC
' 2 0
CO-PPO-01
09/18/92
G WSEL FG
0 4878.1
IBW CHNIM ITRACE
PAGE 14
' 22SEP92
13:59:29
SECNO
G
DEPTH
GLOB
CWSEL
GCH
CRIWS
GROG
WSELK
ALOB
EG
ACH
HV
AROB
HL
VOL
OLOSS
TWA
L-BANK ELEV
R-BANK ELEV
TIME
VLOB
VCH
VROS
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
*PROF 2
CCHV= .100
CEHV=
.300
*SECNO 2.000
3720 CRITICAL
DEPTH ASSUMED
2.000
2.58
4878.88
4878.88
4878.10
4879.77
.89
.00
.00
4881.10
200.0
.0
200.0
.0
.0
26.5
.0
.0
.0
4881.60
.00
.00
7.56
.00
.000
.032
.000
.000
4876.30
1069.12
.014457
0.
0.
0.
0
13
0
.00
15.35
1084.47
'
CCHV= .100
CEHV=
.300
*SECNO 3.000
'
3301 HV CHANGED
MORE
THAN HVINS
' 3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE
OF ACCEPTABLE RANGE,
KRATIO =
2.57
3.000
4.33
4880.63
.00
.00
4880.88
.25
1.05
.06
4881.60
'
200.0
.0
200.0
.0
.0
49.8
.0
.2
.1
4882.20
.02
.00
4.02
.00
.000
.032
.000
.000
4876.30
1028.87
.002197
215.
230.
165.
3
0
0
.00
16.81
1045.68
*SECNO 4.000
4.000
4.24
4881.34
.00
.00
4881.62
.29
.73
.01
4881.20
'
200.0
.2
199.8
.0
.5
46.6
.0
.5
.2
4888.00
.04
.32
4.29
.00
.040
.032
.000
.000
4877.16
1086.86
.002749
210.
300.
110.
2
0
0
.00
25.50
1112.36
'
CCHV= .100
CEHV=
.300
*SECNO 5.000
'
5.000
3.82
4881.82
.00
.00
4881.99
.18
.36
.01
4886.10
200.0
.0
200.0
.0
.0
59.5
.0
.8
.3
4882.10
.05
.00
3.36
.00
.000
.032
.000
.000
4878.00
1058.60
'
.001437
165.
185.
120.
2
0
0
.00
18.83
1077.43
' *SECNO 6.000
6.000
4.05
4882.35
.00
.00
4882.53
.17
.54
.00
4882.60
200.0
.0
200.0
.0
.0
59.7
.1
1.3
.5
4882.20
.08
.00
3.35
.26
.000
.032
.040
.000
4878.30
1058.79
'
.001539
180.
360.
355.
2
0
0
.00
23.48
1082.27
PAGE 15
'
22SEP92
13:59:29
PAGE 16
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
0
0L08
0CH
OROB
ALOE
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
CCHV= .100 CEHV=
.300
*SECNO 7.000
'
7.000
4.14
4882.74
.00
.00
4882.93
.18
.40
.00
4883.90
200.0
.0
200.0
.0
.0
58.6
.0
1.6
.6
4883.60
.00
3.42
.00
.000
.032
.000
.000
078,60
1049,22
.10
.001456
185.
265.
335.
0
0
0
.00
18.61
1067.83
*SECNO 8.000
8.000
4.75
4883.15
.00
.00
4883.30
.15
.37
.00
4897.00
200.0
.0
200.0
.0
.0
64.2
.0
2.0
.7
4887.50
.13
.00
3.11
.00
.000
.032
.000
.000
4878.40
1060.84
.001147
195.
285.
125.
2
0
0
.00
19.17
1080.01
'
*SECNO 9.000
9.000
4.37
4883.47
.00
.00
4883.56
.10
.26
.01
4891.80
200.0
.0
200.0
.0
.0
79.7
.0
2.5
.9
4884.30
.16
.00
2.51
.00
.000
.032
.000
.000
4879.10
1059.99
'
.000678
270.
305.
225.
2
0
0
.00
23.52
1083.51
*SECNO 10.000
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.64
10.000
4.16
4883.76
.00
.00
4883.96
.20
.36
.03
4884.30
200.0
.0
199.0
1.0
.0
54.7
1.3
3.1
1.1
4883.20
.19
.00
3.64
.74
.000
.032
.040
.000
4879.60
1068.01
'
.001655
150.
360.
310.
2
0
0
.00
21.51
1089.52
'
*SECNO 11.000
11.000
4.47
4884.77
.00
.00
4885.07
.30
1.08
.03
4885.60
200.0
.0
200.0
.0
.0
45.4
.0
3.7
1.3
4885.30
'
.22
.00
4.40
.00
.000
.032
.000
.000
4880.30
1053.54
.003015
320.
495.
125.
2
0
0
.00
15.47
1069.01
'
*SECNO 11.100
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.69
' 22SEP92
13:59:29
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
0
GLOB
GCH
OROS
ALOE
ACH
ARDS
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
11.100
2.98
4885.08
.00
.00
4885.60
.52
.46
.06
4885.00
200.0
.0
200.0
.0
.0
34.6
.0
3.8
1.3
4885.00
'
.23
.03
5.77
.03
.040
.032
.040
.000
4882.10
991.84
.006321
120.
110.
125.
2
0
0
.00
16.49
1008.32
' *SECNO
12.000
' 3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO
2.24
12.000
5.23
4885.63
.00
.00
4885.79
.16
.16
.04
4886.10
200.0
.0
198.7
1.3
.0
61.3
2.1
3.8
1.3
4885.00
'
.23
.00
3.24
.61
.000
.032
.040
.000
4880.40
1060.16
.001254
70.
65.
10.
2
0
0
.00
25.09
1085.24
' *SECNO
13.000
13.000
3.70
4886.10
.00
.00
4886.25
.14
.46
.00
4886.80
200.0
.0
200.0
.0
.0
65.9
.0
4.3
1.5
4886.10
.26
.00
3.04
.00
.000
.032
.000
.000
4882.40
1019.13
.001353
140.
350.
220.
2
0
0
.00
26.03
1045.16
1
SECNO 13.100
13.100
3.68
4886.38
.00
.00
4886.64
.26
.36
.04
4885.00
200.0
1.0
190.7
8.3
1.0
45.6
5.7
4.6
1.6
4885.00
.28
1.03
4.18
1.46
.040
.032
.040
.000
4882.70
991.62
.002012
205.
225.
115.
2
0
0
.00
22.30
1013.92
*SECNO 14.000
' 3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
1.48
14.000
4.84
4886.64
.00
.00
4886.77
.13
.11
.01
4888.10
' 200.0
.0
200.0
.0
.0
69.5
.0
4.8
1.7
4892.80
.29
.00
2.88
.00
.000
.032
.000
.000
4881.80
1093.75
.000924
130.
85.
25.
2
0
0
.00
19.98
1113.73
CCHV= .100
CEHV=
.300
*SECNO 15.000
15.000
4.02
4887.02
.00
.00
4887.14
.12
.37
.00
4888.60
200.0
.0
200.0
.0
.0
73.2
.0
5.4
1.9
4887.80
.33
.00
2.73
.00
.000
.033
.000
.000
4883.00
1057.02
' .000998
155.
385.
200.
2
0
0
.00
24.79
1081.81
PAGE 17
22SEP92 13:59:29 PAGE 18
' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
0 OLOB OCH OROB ALOB ACH ARDS VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO 16.000
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .50
16.000 3.67 4887.47 AD .00 4887.79 .33 .59 .06 4886.50
200.0 2.7 197.3 .0 1.8 42.8 .0 5.8 2.1 4893.20
.35 1.53 4.61 .00 .037 .033 .000 .000 4883.80 1074.10
.003969 345. 335. 140. 2 0 0 .00 22.13 1096.23
*SECNO 17.000
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.88
17.000 4.48 4888.18 .00 .00 4888.25 .07 .43 .03 4889.30
' 200.0 .0 200.0 .0 .0 93.5 .0 6.5 2.3 4900.50
.40 .00 2.14 .00 .000 .033 .000 .000 4883.70 1173.12
.000480 135. 405. 210. 2 0 0 .00 25.16 1198.29
*SECNO 17.100
' 3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .22
' 3470 ENCROACHMENT STATIONS= 881.0 1310.0 TYPE= 1 TARGET=-881.000
17.100 2.03 4888.13 .00 .00 4888.72 .59 .32 .16 4889.70
200.0 .0 200.0 .0 .0 32.5 .0 6.8 2.4 4889.60
' .41 .00 6.16 .00 .000 .033 .000 .000 4886.10 1058"00
.009838 170. 245. 75. 3 0 0 .00 16.00 1074.00
*SECNO 18.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.42
' 18.000 4.08 4889.18 .00 .00 4889.35 .17 .59 .04 4897.90
200.0 .0 200.0 .0 .0 61.2 .0 7.0 2.5 4889.50
.42 .00 3.27 .00 .000 .033 .000 .000 4885,10 1010.98
' .001679 155. 175. 110. 2 0 0 .00 24.05 1035.03
f,
22SEP92
13:59:29
PAGE 19
'
SECNO
0
DEPTH
OLOB
CWSEL
OCH
CRIWS
OROB
WSELK
ALOB
EG
ACH
HV
AROB
HL
VOL
OLOSS
TWA
L-BANK ELEV
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
*SECNO 19.000
r3302
WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.55
19.000
3.07
4890,27
AD
AD
41190.68
.42
1.26
.08
4897.00
'
200.0
.0
200.0
.0
.0
38.6
.0
7.5
2.7
4890.20
.45
.00
5.18
.03
.000
.033
.040
.000
4887.20
1028.28
.005502
280.
452.
280.
3
0
0
.00
18.55
1046.83
CCHV= .100
CEHV=
.300
'
*SECNO 20.000
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
1.56
20.000
3.62
4891.82
.00
.00
4892.03
.21
1.33
.02
4890.90
200.0
6.6
193.4
.0
6.2
52.0
.0
8.0
2.9
4897.60
.48
1.05
3.72
.00
.040
.035
.000
.000
4888.20
1039.36
.002266
375.
395.
325.
2
0
0
.00
32.41
1071.76
'
*SECNO 21.000
21.000
3.64
4892.54
.00
.00
4892.75
.20
.72
.00
4894.70
200.0
.0
195.0
5.0
.0
53.3
3.5
8.4
3.1
4891.30
.50
.00
3.66
1."
.000
.035
.040
.000
4888.90
1109.65
'
.002140
240.
327.
290.
2
0
0
.00
23.74
1133.39
*SECNO 22.000
'
22.000
4.14
4893.54
.00
.00
4893.68
.15
.93
.01
4904.40
200.0
.0
200.0
.0
.0
64.7
.0
9.1
3.4
4893.60
.55
.00
3.09
.00
.000
.035
.000
.000
4889.40
1058.48
'
.001482
340.
530.
280.
2
0
0
.00
22.19
1080.67
CCHV= .100
CEHV=
.300
1
*SECNO 23.000
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.43
23.000
2.36
4894.46
.00
.00
4894.94
.48
1.15
.10
4895.10
200.0
.0
200.0
.0
.0
36.0
.0
9.6
3.6
4895.40
'
.57
.00
5.56
.00
.000
.035
.000
.000
4892.10
1064.46
.008088
335.
397.
130.
3
0
0
.00
18.82
1083.29
t
'
22SEP92 13:59:29
PAGE 20
SECNO DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK
ELEV
'
Q OLDS
QCH
OROS
ALOB
ACH
ARDS
VOL
TWA
R-BANK
ELEV
TIME VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELKIN
SSTA
SLOPE XLOBL
XLCH
XLOSR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
CCHV= .300 CEHV=
.500
23.100
'*SECNO
3302 WARNING: CONVEYANCE CHANGE OUTSIDE
OF ACCEPTABLE RANGE,
KRATIO =
1.97
'
3495 AREA ASSUMED
NON -EFFECTIVE,
ELLEA=
4896.10 ELREA=
4896.40
OVERSANK
23.100 2.01
4895.11
.00
.00
4895.25
.13
.21
.10
4896.10
'
206.0 .0
206.0
.0
.0
69.9
.0
9.7
3.6
4896.40
.58 .00
2.95
.00
.000
.035
.000
.000
4893.10
1064.98
.002207 140.
55.
10.
2
0
0
.00
37.40
1102.38
'
SPECIAL CULVERT
SC CUNO CUNV
ENTLC
COFQ
RDLEN
RISE
SPAN
CULVLN
CHRT
SCL
ELCHU ELCHD
.020
.50
2.60
900.00
10.00
32.00
90.00
8
1
4893,60 4893,10
'1
CHART 8 - BOX CULVERT
WITH FLARED WINGWALLS; NO INLET TOP EDGE
BEVEL
SCALE 1 - WINGLIALLS FLARED 30
TO 75 DEGREES
'
*SECNO 23.200
CULVERT OUTLET
CONTROL
'SPECIAL
EGIC = 4895.257 EGOC = 4895.535 PCWSE= 4895.113 ELTRD=
4906.700
SPECIAL CULVERT
'
EGIC EGOC
H4
QWEIR
QCULV
VCH
ACULV
ELTRD
WEIRLN-
4895.26 4895.54
.29
0.
206.
3.516
320.0
4906.70
0.
23.200 1.74
4895.34
.00
.00
4895.54
.19
.29
.00
4895.20
206.0 .0
205.9
.1
.0
58.6
.2
9.8
3.7
4895.10
'
.58 .02
3.52
.49
.040
.035
.045
.000
4893.60
1099.17
.003618 90.
90.
90.
2
0
0
.00
36.62
1135.79
'
CCHV= .100 CEHV=
.300
*SECNO 24.000
24.000 2.15
4895.35
.00
.00
4895.71
.36
.13
.05
4894.60
217.0 3.9
207.9
5.2
2.6
42.1
3.5
9.8
3.7
4894.70
.58 1.48
4.94
1.47
.040
.032
.040
.000
4893.20
1099.17
.004860 30.
30,
30,
2
0
0
.00
36.63
1131,79
'
22SEP92
13:59:29
SECNO
DEPTH CWSEL
CRIWS
WSELK
EG
IV
HL
'
C
CLOB GCH
GROB
ALOB
ACH
AROB
VOL
TIME
VLOB VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE
XLOBL XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
*SECNO 25.000
'
3302 WARNING:
CONVEYANCE CHANGE OUTSIDE
OF ACCEPTABLE
RANGE,
KRATIO =
1.65
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
3470 ENCROACHMENT STATIONS= 951.0 1405.0 TYPE* 1 TARGET= -951.000
25.000 3.55 4896.35 .00 .00 4896.51 .17 .78 .02 4896.70
217.0 .0 217.0 .0 .0 66.2 .0 10.2 3.9 4906.70
' .61 .00 3.28 .00 .000 .032 .000 .000 4892.80 1170.40
.001796 300. 280. 340. 2 0 0 .00 28.11 1198.51
' *SECNO 26.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .69
26.000
3.02
4897.22
.00
.00
4897.56
.34
.99
.05
4909.70
217.0
.0
217.0
.0
.0
46.6
.0
10.7
4.1
4898.20
.63
.00
4.65
.00
.000
.032
.000
.000
4894.20
1055.85
'
003764
200
395
370
2
0
0
.00
19.45
1075.30
1
1
1
1
1
1
1
1
PAGE 21
22SEP92 13:59:29
T1 FOSSIL CREEK STABILITY STUDY -- LIDSTONE & ANDERSON, INC.
T2 REACH: TRILBY RD U/S TO LEMAY AVE
T3 FOSSIL CREEK -- 400 CFS LOW FLOW DEVELOPED CONDITION
' J1 ICHECK INQ NINV IDIR STRT METRIC HVINS
0 4 0 0 0 0 0
CO-PPD-01
09/18/92
Q WSEL FQ
0 4881.8
J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE
i3
o
i
i
PAGE 22
'
22SEP92
13:59:29
'
SECNO
0
DEPTH
OLOB
CWSEL
OCH
TIME
VLOS
VCH
SLOPE
XLOBL
XLCH
*PROF 3
CCHV=. .100 CEHV=
.300
'
*SECNO 2.000
2.000
5.50
4881.80
400.0
1.8
394.0
.00
.79
5.07
'
.002363
0.
0.
'
CCHV= .100 CEHV=
.300
*SECNO 3.000
3.000
6.04
4882.34
'
400.0
4.3
395.7
.01
.98
4.91
.002112
215.
230.
*SECNO 4.000
'
4.000
400.0
5.91
120.0
4883.01
280.0
.04
1.46
3.61
.001135
210.
300.
CCHV= .100 CEHV=
.300
*SECNO 5.000
'
5.000
5.19
4883.19
400.0
.0
343.0
.05
.00
4.01
'
.001386
165.
185.
*SECNO 6.000
6.000
5.37
4883.67
400.0
4.8
379.6
.08
.88
4.29
'
.001525
180.
360.
'
CCHV= .100
CEHV=
.300
CRIWS
WSELK
EG
HV
HL
OROB
ALOB
ACH
AROB
VOL
VROB
XNL
XNCH
XNR
WTN
XLOBR
ITRIAL
IDC
ICONT
CORAR
.00
4881.80
4882.19
_ .39
4.2
2.3
77.7
7.7
.54
.045
.032
.045
0.
0
0
0
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
.00 .00 4881.10
.0 .0 4881.60
.000 4876.30 1060.30
.00 64.92 1125.22
.00
.00
4882.71
.37
.51
.00
4881.60
.0
4.4
80.6
.1
.4
.2
4882.20
.02
.040
.032
.040
.000
4876.30
1017.39
165.
2
0
0
.00
30.54
1047.93
.00
.00
4883.16
.15
.43
.02
4881.20
.0
82.0
77.5
.0
1.2
.5
4888.00
.00
.040
.032
.000
.000
4877.10
1022.92
110.
2
0
0
.00
90.74
1113.65
.00
.00
4883.40
.22
.22
.02
4886.10
57.0
.0
85.6
47.1
1.8
.8
4882.10
1.21
.000
.032
.040
.000
4878.00
1058.57
120.
2
0
0
.00
78.27
1136.83
.00
.00
4883.94
.27
.52
.02
4882.60
15.6
5.4
88.5
13.2
2.7
1.4
4882.20
1.18
.045
.032
.040
.000
4878.30
1048.86
355.
2
0
0
.00
49.56
1098.42
PAGE 23
'
22SEP92
13:59:29
PAGE 24
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
G
OLOB
OCH
OROB
ALOB
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
*SECNO 7.000
7.000
5.48
4884.08
.00
.00
4884.42
.34
.46
.02
4883.90
'
400.0
.2
398.7
1.1
.5
84.9
1.6
3.3
1.6
4883.60
.09
.33
4.69
.70
.D40
.032
.040
.000
4878.60
1042.24
185.
265.
335,
2
0
0
.00
32.33
1074,57
'
.001958
*SECNO 8.000
'
8.000
6.25
4884.65
.00
.00
4884.92
.27
.50
.01
4897.00
400.0
.0
400.0
.0
.0
96.1
.0
3.9
1.8
4887.50
.11
.00
4.16
.00
.000
.032
.000
.000
4878.40
1057.96
'
.001561
195.
285.
125.
2
0
0
.00
23.09
1081.05
9.000
'*SECNO
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
1.40
9.000
6.00
4885.10
.00
.00
4885.26
.17
.33
.01
4891.80
'
400.0
.0
396.0
4.0
.0
120.6
7.0
4.7
2.0
4884.30
.14
.00
3.28
.57
.000
.032
.040
.000
4879.10
1058.43
.000792
270.
305,
225.
2
0
0
.00
43.81
1102.24
*SECNO 10.000
'
10.000
5.79
4885.39
.00
.00
4885.67
.28
.37
.03
4884.30
400.0
6.4
366.2
27.4
4.6
83.5
16.3
5.6
2.3
4883.20
.16
1.39
4.39
1.68
.040
.032
.040
.000
4879.60
1063.04
'
.001423
150.
360.
310.
2
0
0
.00
37.69
1100.73
'
*SECNO 11.000
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.67
'
11.000
5.92
4886.22
.00
.00
4886.71
.49
.98
.06
4885.60
400.0
1.2
394.9
4.0
1.2
70.0
4.9
6.6
2.6
4885.30
.19
.96
5.64
.82
.040
.032
.040
.000
4880.30
1049.17
'
.003205
320.
495.
125.
2
0
0
.00
52.09
1101.26
*SECNO 11.100
'
11.100
4.40
4886.50
.00
.00
4887.18
.67
.41
.06
4885.00
400.0
4.8
384.5
10.8
2.2
57.3
5.2
6.8
2.7
4885.00
.19
2.12
6.71
2.06
.040
.032
.040
.000
4882.10
989.01
'
.004365
120.
110.
125.
0
0
0
.00
27.96
1016.97
'
22SEP92
13:59:29
PAGE 25
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
0
OLOB
0CH
GROB
ALOB
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
*SECNO 12.000
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
1.89
12.000
6.72
4887.12
.00
.00
4887.35
.23
.13
.04
4106.10
'
400.0
3.9
360.2
35.9
3.7
89.0
24.2
6.9
2.7
4885.00
.20
1.06
4.05
1.49
.040
.032
.040
.000
4880.40
1055.03
.001226
70.
65.
10.
2
0
0
.00
45.78
1100.81
*SECNO 13.000
13.000
5.16
4887.56
.00
.00
4887.72
.16
.36
.01
4886.80
'
400.0
.2
353.7
46.1
.4
105.3
41.1
7.8
3.1
4886.10
.23
.52
3.36
1.12
.040
.032
.040
.000
4882.40
1016.79
.000951
140.
350.
220.
2
0
0
.00
74.26
1091,05
*SECNO 13.100
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.65
'
13.100
400.0
4.98
6.1
4887.68
342.8
.00
51.1
.00
3.6
4888.09
62.4
.41
20.1
.30
8.3
.011
3.3
4885.00
4885.00
.24
1.71
5.49
2.54
.040
.032
.040
.000
4882.70
990.32
.002280
205.
225.
115.
2
0
0
.00
30.07
1020.39
*SECNO 14.000
14.000
6.20
4888.00
.00
.00
4888.25
.26
.14
.02
4888.10
'
400.0
.0
400.0
.0
.0
98.5
.0
8.5
3.3
4892.80
.24
.00
4.06
.00
.000
.032
.000
.000
4881.80
1093.15
130.
85.
25,
2
0
0
.00
22.78
1115.93
'
.001426
CCHV= .100 CEHV=
.300
*SECNO 15.000
'
15.000
5.54
4888.54
.00
.00
4888.72
.18
.46
.01
4888.60
400.0
.0
390.3
9.7
.0
112.8
13.2
9.5
3.6
4887.80
.27
.00
3.46
.74
.000
.033
.040
.000
4883.00
1056.23
'
.001038
155.
385.
200.
2
0
0
.00
55.49
1111.72
' 22SEP92 13:59:29 PAGE 26
' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
G GLOB GCH GROB ALOB ACH ARDS VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO 16.000
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .66
' 16.000 5.17 4888.97 .00 .00 4889.26 .29 .50 .03 4886.50
400.0 63.8 336.1 .0 34.4 71.8 .0 10.3 4.0 4893.20
.30 1.86 4.68 .00 .037 .033 -.000 .000 4883.80 1035.02
.002384 345. 335. 140. 2 0 0 .00 63.20 1098.22
*SECNO 17.000
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.81
17.000 5.89 4889.59 .00 AD 4889.74 .14 .46 .02 4889.30
' 400.0 .9 399.1 .0 3.1 131.2 .0 11.3 4.3 4900.50
.33 .30 3.04 .00 .037 .033 .000 .000 4883.70 1150.46
.000724 135. 405. 210. 2 0 0 .00 48.76 1199.22
*SECNO 17.100
' 3301 HV CHANGED MORE THAN HVINS
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .30
' 3470 ENCROACHMENT STATIONS= 881.0 1310.0 TYPE= 1 TARGET= -881.000
17.100 3.44 4889.54 .00 .00 4890.36 .82 .42 .20 4889.70
400.0 .0 400.0 .0 .0 55.1 .0 11.9 4.5 4889.60
' .34 .00 7.26 .00 .000 .033 .000 .000 48116.10 1058.00
.008067 170. 245. 75. 2 0 0 .00 16.00 1074.00
*SECNO 18.000
3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.33
' 18.000 5.58 4890.68 .00 .00 4890.93 .24 .51 .06 4897.90
400.0 .0 393.3 6.7 .0 98.6 6.7 12.2 4.6 4889.50
.35 .00 3.99 1.00 .000 .033 .040 .000 4885.10 1009.66
.001492 155. 175. 110. 2 0 0 .00 36.97 1046.63
'
22SEP92
13:59:29
PAGE 27
'
SECNO
Q
DEPTH
QLOB
CWSEL
QCH
CRIWS
QROB
WSELK
ALOB
EG
ACH
HV
AROB
HL
VOL
OLOSS
TWA
L-BANK ELEV
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
*SECNO 19.000
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.55
19.000
4.35
41191.55
.00
.00
41192.14
.59
1.11
.11
097,00
'
400.0
.0
393.7
6.3
.0
63.2
3.2
13.1
4.9
4890.20
.37
.00
6.23
1.99
.000
.033
-.040
.000
4887.20
1026.02
.004892
280.
452.
280.
3
0
0
.00
25.34
1051.36
CCHV= .100 CEHV=
.300
'
*SECNO 20.000
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
1.54
'
20.000
4.91
4893.11
.00
.00
4893.36
.26
1.19
.03
4890.90
400.0
64.0
336.0
.0
35.7
76.9
.0
13.9
5.2
4897.60
.40
1.79
4.37
.00
.040
.035
.000
.000
4888.20
1020.59
'
.002050
375.
395.
325.
2
0
0
.00
51.95
1072.54
'
*SECNO 21.000
21.000
4.87
4893.77
.00
.00
4894.11
.34
.72
.02
4894.70
400.0
.0
370.5
29.5
.0
77.4
11.6
14.6
5.5
4891.30
.42
.00
4.79
2.54
.000
.035
.040
.000
4888.90
1108.03
'
.002518
240.
327.
290.
2
0
0
.00
28.66
1136.69
*SECNO 22.000
'
22.000
5.50
4894.90
.00
.00
4895.13
.23
1.01
.01
4904.40
400.0
.0
379.1
20.9
.0
96.0
18.8
15.7
5.0
4893.60
.46
.00
3.95
1.11
.000
.035
.040
.000
4889,40
1057,29
'
.001581
340.
530.
280.
2
0
0
.00
52.32
1109.61
.100
CEHV=
.300
'CCHV=
*SECNO 23.000
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.50
23.000
3.63
4895.73
.00
.00
4896.34
.61
1.09
.11
4895.10
400.0
.3
398.8
.9
.3
63.4
1.1
16.5
6.2
4895.40
'
.47
1.16
6.29
.79
.040
.035
.045
.000
4892.10
1062.71
.0063-03
335.
397.
130.
2
0
0
.00
30.43
1093.14
'
22SEP92
13:59:29
SECNO
DEPTH CWSEL
CRIWS
WSELK
EG
HV
HL
t
G
GLOB GCH
GROG
ALOE
ACH
ARDS
VOL
TIME
VLOS VCH
VROS
XNL
XNCH
XNR
WTN
SLOPE
XLOBL XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
CCHV= .300 CEHV= .500
23.100
'*SECNO
3302 WARNING:
CONVEYANCE CHANGE OUTSIDE
OF ACCEPTABLE RANGE,
KRATIO =
2.08
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
23.100
3.35
4896.45
.00
.00
4896.62
.17
.15
.13
4896.10
'
412.0
.0
412.0
.0
.1
123.0
.0
16.6
6.2
4896.40
.48
.01
3.35
.01
.040
.035
.000
.000
4893.10
1063.06
t.001550
140.
55.
10.
2
0
0
.00
41.85
1104.91
'
SPECIAL CULVERT
SC CUNO
CUNV
ENTLC
COFO
RDLEN
RISE
SPAN
CULVLN
CHRT
SCL
1
020
50
2.60
900.00
10.00
32.00
90.00
8
1
CHART 8 - BOX CULVERT WITH FLARED WINGWALLS; NO INLET TOP EDGE BEVEL
' SCALE 1 - WINGWALLS FLARED 30 TO 75 DEGREES
*SECNO 23.200
'SPECIAL CULVERT OUTLET CONTROL
EGIC = 4896.268 EGOC = 4896.919 PCWSE= 4896.450 ELTRD= 4906.700
' SPECIAL CULVERT
EGIC
EGOC
H4
OWEIR
OCULV
VCH
ACULV
ELTRD
WEIRLN
4896.27
4896.92
.29
0.
412.
3.756
320.0
4906,70
0.
'
23.200
3.11
4896.71
.00
.00
4896.92
.21
.29
.00
4895.20
412.0
6.4
397.4
8.2
4.9
105.8
6.7
16.9
6.3
4895.10
'
.49
1.31
3.76
1.22
.040
.035
.045
.000
4893.60
1093.35
001876
90.
90.
90.
2
0
0
.00
49.53
1142.88
' CCHV= .100 CEHV= .300
*SECNO 24.000
t 24.000
3.49
4896.69
.00
.00
4897.02
.33
.06
.04
4894.60
435.0
35.2
352.9
46.8
15.1
70.8
20.0
16.9
6.3
4894.70
.49
2.33
4.99
2.34
.040
.032
.040
.000
4893.20
1093.43
002472
30
30
30.
2
0
0
.00
49.36
1142.78
' *SECNO 25.000
3470 ENCROACHMENT STATIONS= 951.0 1405.0 TYPE= 1 TARGET= -951.000
PAGE 28
ELCHU ELCHD
4893.60 4893.10
' 22SEP92
13:59:29
PAGE 29
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
Q
OLOB
GCH
CROB
ALOB
ACH
ARDS
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
25.000
4.58
4897.38
.00
.00
4897.68
.31
.66
.00
4896.70
435.0
5.5
429.5
.0
6.5
96.0
.0
17.6
6.7
4906.70
'
.51
.85
4.47
.00
.040
.032
.000
.000
4892.80
1150.56
.002205
300.
280.
340.
2
0
0
.00
48.05
1198.61
'
*SECNO 26.000
' 3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.70
26.000
4.17
4898.37
.00
.00
4898.97
.60
1.20
.09
4909.70
435.0
.0
434.6
.4
.0
69.8
.8
18.4
7.0
4898.20
'
.52
.00
6.23
.49
.000
.032
.040
.000
4894.20
1055.36
.004509
200.
395.
370.
2
0
0
.00
29.22
1084.58
22SEP92 13:59:29
T1 FOSSIL CREEK STABILITY STUDY -- LIDSTONE 8 ANDERSON, INC.
T2 REACH: TRILBY RD U/S TO LENAY AVE
T3 FOSSIL CREEK -- 2-YEAR FLOW DEVELOPED CONDITION
' J1 ICHECK ING NINV IDIR STRT METRIC HVINS
0 5 0 0 0 0 0
' J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC
' 4 0
1 -
1
CO-PPD-01
09/18/92
C WSEL FG
0 4883.6
IBW CHNIM ITRACE
PAGE 30
'
22SEP92
13:59:29
PAGE 31
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
0
GLOB
0CH
OROS
ALOB
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
*PROF 4
CCHV= .100
CEHV=
.300
'
*SECNO 2.000
2.060
7.31
4883.61
.00
4883.60
4883.86
.25
.00
.00
4881.10
690.0
28.5
508.6
152.9
16.4
112.3
91.3
.0
.0
4881.60
.00
1.74
4.53
1.67
.045
.032
.045
.000
4876.30
1058.00
'
.001153
0.
0.
0.
0
0
0
.00
81.04
1139.04
'CCHV=
.100
CEHV=
.300
*SECNO 3.000
3.000
7.48
4883.78
.00
.00
4884.25
.47
.33
.07
4881.60
690.0
53.0
619.9
17.1
22.8
107.6
12.1
.9
.3
4882.20
'
.01
2.32
5.76
1.41
.040
.032
.040
.000
4876.30
1013.02
.001975
215.
230.
165.
2
0
0
.00
48.88
1061,90
'
*SECNO 4.000
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE
OF ACCEPTABLE RANGE,
KRATIO =
1.73
4.000
7.37
4884.47
.00
.00
4884.58
.10
.29
.04
4881.20
690.0
348.7
341.3
.0
197.2
105.9
.0
2.2
.7
4888.00
.04
1.77
3.22
.00
.040
.032
.000
.000
4877.10
1008.89
.000659
210.
300.
110.
2
0
0
.00
105.71
1114.60
'
CCHV= .100
CEHV=
.300
*SECNO 5.000
'
5.000
6.56
4884.56
.00
.00
4884.73
.17
.13
.02
4886.10
690.0
.0
434.5
255.5
.0
112.0
135.6
3.2
1.0
4882.10
.06
.00
3.88
1.88
.000
.032
.040
.000
4878.00
1058.53
'
.000978
165.
185.
120.
2
0
0
.00
88.71
1147.24
*SECNO 6.000
'
6.000
6.56
4884.86
.00
.00
4885.21
.34
.42
.05
4882.60
690.0
32.5
578.1
79.4
18.4
114.7
36.9
4.9
1.6
4882.20
.08
1.77
5.04
2.15
.045
.032
.040
.000
4878.30
1046.47
'
.001492
180.
360.
355.
2
0
0
.00
55.29
1101.76
'
22SEP92
13:59:29
SECNO
DEPTH CWSEL
CRIWS
WSELK
EG
HV
HL
'
Q
QLOS QCH
QROB
ALOB
ACH
AROB
VOL
TIME
VLOB VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE
XLOSL XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
CCHV=
.100 CEHV= .300
*SECNO 7.000
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
' 7.000
6.64
4885.24
.00
.00
4885.72
.48
.47
.04
4883.90
690.0
41.9
628.5
19.7
25.1
108.7
9.8
5.8
1.9
4883.60
.09
1.67
5.78
2.01
.040
.032
.040
.000
4878.60
1020.59
'
002140
185
265.
335.
2
0
0
.00
56.56
1077.16
' *SECNO 8.000
8.000
7.47
4885.87
.00
.00
4886.33
.47
.62
.00
4897.00
690.0
.0
690.0
.0
.0
125.9
.0
6.6
2.1
4887.50
.11
.00
5.48
.00
.000
.032
.000
.000
4878.40
1055.65
'
.002260
195.
285.
125.
2
0
0
.00
26.23
1081.88
'
*SECNO 9.000
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
1.64
'
9.000
7.43
4886.53
.00
.00
4886.75
.22
.39
.03
4891.80
690.0
.0
620.6
69.4
.0
159.2
50.2
7.8
2.4
4884.30
3.90
1.38
.000
.032
.040
.000
4879.10
1057.05
'
.13
.000839
.00
270.
305.
225.
2
0
0
.00
63.20
1120.25
*SECNO 10.000
10.000
7.21
4886.81
.00
.00
4887.16
.35
.37
.04
4884.30
690.0
27.3
561.5
101.2
11.7
108.7
42.3
9.2
2.8
4883.20
.15
2.33
5.17
2.39
.040
.032
.040
.000
4879.60
1062.37
001390
150
360.
310.
2
0
0
.00
44.36
1106.72
*SECNO 11.000
11.000
7.23
4887.53
.00
.00
4887.80
.27
.62
.01
4885.60
690.0
17.6
459.1
213.3
11.3
92.4
129.3
10.7
3.3
4885.30
.18
1.55
4.97
1.65
.040
.032
.040
.000
4880.30
1041.64
'
.001720
320.
495.
125.
3
0
0
.00
153.00
1194.64
*SECNO 11.100
' 3301 HV CHANGED MORE THAN HVINS
PAGE 32
'
22SEP92
13:59:29
'
SECNO
0
DEPTH CWSEL
OLOS 0CH
CRIWS
OROB
WSELK
ALOB
EG
ACH
HV
AROB
HL
VOL
TIME
VLOB VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE
XLOBL XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .52
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
11.100
5.12
4887.22
4887.03
.00
4888.41
1.18
.34
.27
4885.00
690.0
16.9
627.3
45.8
5.1
68.9
14.2
11.1
3.6
4885,00
'
.18
3.31
9.10
3.22
.040
.032
.040
.000
4882.10
986.21
006277
120.
110.
125.
6
14
0
.00
36.69
1022.90
' *SECNO 12.000
' 3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.18
1
12.000
7.93
4888.33
.00
.00
4888.64
.31
.14
.09
4886.10
690.0
20.2
543.1
126.7
10.1
111.3
57.9
11.3
3.6
4885.00
.19
1.99
4.88
2.19
.040
.032
.040
.000
4880.40
1054.19
001323
70
65
10
3
0
0
.00
58.00
1112.19
' *SECNO 13.000
13.000
6.40
4888.80
.00
.00
4888.97
.16
.32
.01
4886.80
690.0
2.4
510.3
177.4
2.7
139.2
109.1
12.7
4.1
4886.10
.21
.89
3.66
1.63
.040
.032
.040
.000
4882.40
1015.14
'
.000780
140.
350.
220.
2
0
0
.00
99.22
1114.36
' *SECNO 13.100
t3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .52
13.100
6.04
4888.74
.00
.00
4889.38
.63
.27
.14
4885.00
690.0
16.8
535.4
137.8
7.0
76.3
38.9
13.5
4.3
4885.00
.22
2.39
7.02
3.54
.040
.032
.040
.000
4882.70
989.25
'
002846
205
225.
115.
2
0
0
.00
37.98
1027.23
' *SECNO 14.000
14.000
7.32
4889.12
.00
.00
4889.59
.47
.19
.02
4888.10
690.0
5.1
684.9
.0
4.7
124.7
.0
13.7
4.4
4892.80
t
.23
1.07
5.49
.00
.040
.032
.000
.000
4881.80
1083.85
.0020-50
130.
85.
25.
2
0
0
.00
32.94
1116.79
1
PAGE 33
22SEP92 13:59:29
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
'
C
GLOB
OCH
OROB
ALOB
ACH
AR08
VOL
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IOC
ICONT
CORAR
'
CCHV=
.100 CEHV=
.300
' *SECNO 15.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.48
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
15.000
6.89
4889.89
.00
.00
4890.11
.21
.50
.03
4888.60
690.0
4.0
590.2
95.8
3.5
149.0
61.8
15.1
4.7
4887.80
.26
1.13
3.96
1.55
.037
.033
.040
.000
4883.00
1051.99
000941
155.
385.
200.
2
0
0
.00
74.29
1126.28
*SECNO 16.000
' 16.000
6.47
4890.27
.00
.00
4890.49
.23
.38
.00
4886.50
690.0
250.9
439.1
.0
102.8
99.4
.0
16.6
5.2
4893.20
.28
2.44
4.42
.00
.037
.033
.000
.000
4883.80
1019.26
'
.001526
345.
335.
140.
2
0
0
.00
80.16
1099.43
*SECNO 17.000
17.000
6.99
4890.69
.00
.00
4890.89
.21
.40
.00
4889.30
690.0
70.3
619.7
.0
68.1
161.9
.0
18.1
5.7
4900.50
.31
1.03
3.83
.00
.037
.033
.000
.000
4883.70
1084.22
'
000911
135.
405.
210.
2
0
0
.00
115.72
1199.94
' *SECNO 17.100
3301 HV CHANGED MORE THAN HVINS
' 7185 MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
'
3470 ENCROACHMENT STATIONS=
881.0
1310.0 TYPE= 1
TARGET=
-881.000
17.100
4.50
4890.60
4890.60
.00 4891.74
1.14
.49 .28
4889.70
690.0
26.9
639.0
24.1
10.3 72.0
8.3
18.9 6.0
4889.60
.32
2.62
8.87
2.91
.037 .033
.040
.000 4886.10
1038.71
.0085-22
170.
245.
75.
3 17
0
.00 46.96
1085.68
*SECNO 18.000
3301 HV CHANGED MORE THAN HVINS
PAGE 34
'
22SEP92
13:59:29
PAGE 35
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
G
GLOB
OCH
OROB
ALOB
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
'
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
2.36
18.000
6.91
4892.01
.00
.00
4892.34
.33
.52
.08
4897.90
'
690.0
.33
.0
.00
634.2
4.74
55.8
2.01
.0
.000
133.7
.033
27.8
.040
19.4
.000
6.2
4885.10
4889.50
1008.49
.001528
155.
175.
110.
2
0
0
.00
45.34
1053.83
1
*SECNO
19.000
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.57
19.000
5.61
4892.81
.00
.00
4893.55
.74
1.09
.12
4897.00
690.0
.0
647.0
43.0
.0
91.4
13.5
20.7
6.5
4890,20
'
.34
.00
7.08
3.20
.000
.033
.040
.000
4887.20
1022.71
.004678
280.
452.
280.
3
0
0
.00
35.45
1058.15
'
CCHV= .100
CEHV=
.300
*SECNO 20.000
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
1.64
20.000
6.17
4894.37
.00
.00
4894.64
.27
1.05
.05
4890.90
'
690.0
213.4
476.6
.0
79.2
101.9
.0
21.9
6.9
4897.60
.37
2.69
4.68
.00
.040
.035
.000
.000
4888.20
1016.38
.001737
375.
3" .
325.
2
0
0
.00
56.40
1072.78
*SECNO 21.000
'
21.000
690.0
6.00
1.4
4894.90
607.0
.00
81.6
.00
2.4
41195.42
101.2
.52
22.9
.70
23.0
.07
7.3
4894.70
4891.30
.39
.57
6.00
3.57
.040
.035
.040
.000
4888.90
1090.90
.003010
240.
327.
290.
2
0
0
.00
49.35
1140.25
*SECNO 22.000
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
1.42
22.000
6.79
4896,19
.00
.00
4896.41
.26
1.01
.03
4904,40
'
690.0
.0
562.7
127.3
.0
126.3
59.0
24.6
7.7
4893.60
.42
.00
4.45
2.16
.000
.035
.040
.000
4889.40
1057.05
.001488
340.
530.
280.
2
0
0
.00
57.76
1114.81
'
22SEP92
13:59:29
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
'
G
GLOB
CCH
CROB
ALOB
ACH
AROB
VOL
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
'
CCHV= .100 CEHV=
.300
'
*SECNO 23.000
3301 HV CHANGED MORE
THAN HVINS
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE
OF ACCEPTABLE
RANGE,
KRATIO =
.50
GLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
'
23.000
4.65
4896.75
.00
.00
4897.59
.84
.97
.17
4895.10
690.0
3.6
654.0
32.3
1.7
86.8
12.6
25.7
8.0
4895.40
.43
2.14
7.54
2.57
.040
.035
.045
.000
4892.10
1061.44
'
.005969
335.
397.
130.
2
0
0
.00
38.47
1099.91
'CCHV= .300 CEHV= .500
*SECNO 23.100
3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.06
23.100
4.55
4897.65
.00
.00
4897.91
.26
.14
.17
4896.10
710.0
1.5
707.2
1.3
1.5
172.2
1.5
25.9
8.1
4896.40
.44
1.02
4.11
.86
.040
.035
.045
.000
4893.10
1061.57
.001488
140.
55.
10.
3
0
0
.00
45.60
1107.17
' SPECIAL CULVERT
PAGE 36
' SC CUNO CUNV ENTLC COFO RDLEN RISE SPAN CULVLN CHRT SCL ELCHU ELCHD
1 .020 .50 2.60 900.00 10.00 32.00 90.00 8 1 4893.60 4893.10
CHART 8 - BOX CULVERT WITH FLARED WINGWALLS; NO INLET TOP EDGE BEVEL
' SCALE 1 - WINGWALLS FLARED 30 TO 75 DEGREES
*SECNO 23.200
SPECIAL CULVERT OUTLET CONTROL
EGIC = 4897.478 EGOC = 4898.043 PCWSE= 4897.648 ELTRD= 4906.700
' SPECIAL CULVERT
EGIC EGOC H4 CWEIR CCULV VCH ACULV ELTRD WEIRLN
4897.48 4898.04 .13 0. 710. 4.613 320.0 4906.70 0.
' 22SEP92 13:59:29 PAGE 37
' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
0 DLOB DCH DROB ALOB ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
23.200 4.13 4897.73 .00 .00 4898.04 .31 .13 .00 4895.20
' 710.0 25.8 653.0 31.2 13.8 141.6 18.1 26.3 8.2 4895.10
.44 1.87 4.61 1.72 .040 .035 .045 .000 4893.60 1088.94
.001919 90. 90. 90. 2 0 0 .00 59.31 1148.25
' CCHV= .100 CEHV= .300
*SECNO 24.000
' 24.000 4.51 4897.71 .00 .00 4898.15 .43 .06 .04 4894.60
750.0 87.5 547.4 115.2 29.8 92.7 38.9 26.4 8.2 4894.70
.44 2.93 5.91 2.96 .040 .032 .040 .000 4893.20 1089.05
.002422 30. 30. 30. 2 0 0 .00 59.06 1148.11
'*SECNO 25.000
3470 ENCROACHMENT STATIONS= 951.0 1405.0 TYPE= 1 TARGET= -951.000
25.000 5.61 4898.41 .00 .00 4898.83 .42 .68 .00 4896.70
' 750.0 67.2 682.8 .0 41.4 126.0 .0 27.5 8.7 4906.70
.46 1.62 5.42 .00 .040 .032 .000 .000 4892.80 1121.31
.002349 300. 280. 340. 2 0 0 .00 77.42 1198.72
*SECNO 26.000
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .70
26.000 5.20 4899.40 4898.83 .00 4900.19 .79 1.25 .11 4909.70
' 750.0 .0 680.5 69.5 .0 91.2 35.7 28.7 9.3 4898.20
.48 .00 7.46 1.95 .000 .032 .040 .000 4894.20 1054.93
.004808 200. 395. 370. 4 11 0 .00 75.76 1130.63
I
22SEP92 . 13:59:29
'T1 FOSSIL CREEK STABILITY STUDY -- LIDSTONE 8 ANDERSON, INC.
T2 REACH: TRILBY RD U/S TO LEMAY AVE
T3 FOSSIL CREEK -- 5-YEAR FLOW DEVELOPED CONDITION
' J1 ICHECK ING NINV IDIR STRT METRIC HVINS
0 6 0 0 0 0 0
J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC
' S 0
1
1
1
CO-PPD-01
09/18/92
G WSEL FG
0 4892.6
IBW CHNIM ITRACE
PAGE 38
' 22SEP92 13:59:29
' SECNO DEPTH CWSEL
Q QLOB QCH
TIME VLOB VCH
SLOPE XLOBL XLCH
*PROF 5
' CCHV= .100 CEHV= .300
*SECNO 2.000
2.000 16.27 4892.57
1230.0 125.5 179.1
' .00 .27 .63
.000007 0. 0.
' CCHV= .100 CEHV= .300
*SECNO 3.000
3.000 16.27 4892.57
1230.0 123.2 178.1
.16 .37 .65
.000007 215. 230.
*SECNO 4.000
' 4.000 15.47 4892.57
1230.0 563.9 152.3
.30 .38 .54
.000006 210. 300.
t
CCHV= .100 CEHV= .300
' *SECNO 5.000
5.000 14.58 4892.58
1230.0 23.7 185.4
' .40 .27 .70
.000011 165. 185.
' *SECNO 6.000
6.000 14.28 4892.58
1230.0 391.6 292.3
' .56 .43 1.03
.000019 180. 360.
' CCHV= .100 CEHV= .300
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
QROB
ALOB
ACH
AROB
VOL
TWA
R-BANK ELEV
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
.00
4892.60
4892.57
- .00
925.4
468.0
283.4
4038.5
.23
.045
.032
.045
0.
0
0
0
.00
.00
4892.58
.00
928.7
337.1
272.0
3794.3
.24
.040
.032
.040
165.
0
0
0
.00
.00
4892.58
.00
513.8
1478.2
281.7
2627.3
.20
.040
.032
.040
110.
0
0
0
.00
.00
4892.58
.00
1020.9
88.3
265.8
3112.0
.33
.045
.032
.040
120.
0
0
0
.00
.00
4892.58
.01
546.1
909.4
283.6
1375.4
.40
.045
.032
.040
355.
0
0
0
.00 .00 4881.10
.0 .0 4881.60
.000 4876.30 957.99
.00 1401.65 2359.65
.00 .00 4881.60
18.3 5.4 4882.20
.000 4876.30 964.62
.00 1367.48 2332.09
.00 .00 4881.20
32.7 9.1 4888.00
.000 4877.10 884.98
.00 1278.14 2163.11
.00 .00 4886.10
44.7 12.6 4882.10
.000 4878.00 1014.14
.00 1149.40 2163.54
.00 .00 4882.60
67.3 19.8 4882.20
.000 4878.30 845.71
.00 745.68 1591.40
PAGE 39
'
22SEP92
13:59:29
PAGE 40
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
0
OLOB
OCH
OROS
ALOE
ACH
ARDS
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
*SECNO 7.000
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.62
7.000
13.911
4892.58
.00
.00
41192,59
.02
.01
.00
4883,90
'
1230.0
420.2
399.2
410.6
522.7
258.4
813.6
80.4
24.2
4883.60
.64
.80
1.54
.50
.040
.032
- -.040
.000
4878.60
919.12
.000048
185.
265.
335.
0
0
0
.00
541.34
1460.46
*SECNO 8.000
8.000
14.19
4892.59
.00
.00
4892.60
.02
.01
.00
4897.00
'
1230.0
.0
466.4
763.6
.0
336.4
1149.9
86.4
25.8
4887.50
.70
.00
1.39
.66
.000
.032
.040
.000
4878.40
1050.06
.010059
195.
285,
125,
0
0
0
.00
466.55
1516,62
*SECNO 9.000
9.000
13.49
4892.59
.00
.00
4892.63
.05
.02
.01
4891.80
'
1230.0
1.0
703.5
525.5
4.7
343.5
466.3
92.9
27.6
4884.30
.74
.21
2.05
1.13
.040
.032
.040
.000
4879.10
1040.18
'
.000109
270.
305.
225.
1
0
0
.00
193.19
1233.36
*SECNO 10.000
'
10.000
13.00
4892.60
.00
.00
4892.70
.09
.05
.01
4884.30
1230.0
98.3
653.6
478.1
62.0
211.3
335.0
98.2
28.9
4883.20
.78
1.58
3.09
1.43
.040
.032
.040
.000
4879.60
1048.31
'
.000205
150.
360.
310.
0
0
0
.00
186.29
1234.61
*SECNO 11.000
3265 DIVIDED
FLOW
'
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
1.73
3302 WARNING:
CONVEYANCE
CHANGE
11.000
12.42
4892.72
.00
.00
4892.74
.02
.03
.01
4885.60
'
1230.0
93.4
282.5
854.1
108.8
181.6
869.8
102.8
29.8
4885.30
.85
.86
1.56
.98
.040
.032
.040
.000
4880.30
1026.80
.000068
320.
495,
125.
2
0
0
.00
263.28
1306.62
' 22SEP92
13:59:29
PAGE 41
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
O
OLOB
OCH
OROB
ALOB
ACH
ARDS
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENOST
*SECNO 11.100
' 3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.43
' 11.100
1230.0
10.55
200.6
4892.65
593.2
AD
436.2
.00
101.6
4892.79
155.7
.14
243.2
.02
105.1
.03
30.4
4885,01
4885.00
.86
1.97
3.81
1.79
.040
.032
- .040
.000
4882.10
967.76
.000371
120.
110.
125.
2
0
0
.00
145.44
1113.20
*SECNO 12.000
12.000
12.30
4892.70
.00
.00
4892.80
.10
.01
.00
4886.10
'
1230.0
73.0
614.9
542.1
42.2
192.2
320.9
105.5
30.4
4885.00
.87
1.73
3.20
1.69
.040
.032
.040
.000
4880.40
1051.14
.000275
70.
65,
10.
2
0
0
.00
145.81
1196.96
*SECNO 13.000
13.000
10.41
4892.81
.00
.00
4892.86
.05
.05
.00
4886.80
1230.0
19.2
576.1
634.7
24.0
248.6
506.8
109.5
31.4
4886.10
.91
.80
2.32
1.25
.040
.032
.040
.000
4882.40
1009.82
' .0001"
140.
350.
220.
2
0
0
.00
199.66
1209.47
*SECNO 13.100
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO
13.100
10.01
4892.71
.00
.00
4892.98
.27
.05
.07
4885.00
'
1230.0
72.0
652.4
505.6
33.4
127.8
181.0
111.5
31.8
4885.00
.93
2.16
5.11
2.79
.040
.032
.040
.000
4882.76
982.59
.001758
205.
225,
115.
2
0
0
.00
81.78
1064,36
*SECNO 14.000
' 14.000
10.94
4892.74
.00
.00
4893.05
.31
.06
.01
4888.10
1230.0
192.1
1037.9
.0
97.6
215.4
.0
112.1
31.9
4892.80
.93
1.97
4.82
.00
.040
.032
.000
.000
4881.80
1051.05
.000920
130.
85.
25.
0
0
0
.00
68.50
1119.56
' CCHV= .100
CEHV=
.300
' 22SEP92 13:59:29 PAGE 42
' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
G GLOB GCH GROB ALOB ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO 15.000
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.64
' 15.000 10.13 4893.13 .00 .00 41193,25 .12 .17 .02 4888,61
1230.0 36.3 763.5 430.3 23.4 235.8 258.7 114.9 32.5 4887.80
.96 1.55 3.24 1.66 .037 .033 -.040 .000 4883.00 1048.10
.000341 155. 385. 200. 2 0 0 .00 115.18 1163.29
*SECNO 16.000
' 16.000 9.45 4893.25 .00 .00 4893.37 .11 .12 .00 4886.50
1230.0 708.5 521.5 .0 300.5 165.7 .1 118.2 33.1 4893.20
1.00 2.36 3.15 .07 .037 .033 .040 .000 4883.80 1006.11
.000459 345. 335. 140, 2 0 0 .00 98.49 1104.61
*SECNO 17.000
' 17.000 9.68 4893.38 .00 .00 4893.48 .09 .11 .00 4889.30
1230.0 533.0 697.0 .0 318.7 241.0 .0 121.0 33.6 4900.50
1.03 1.67 2.89 .00 .037 .033 .000 .000 4883.70 1072.97
' .000345 135. 405. 210. 2 0 0 .00 128.74 1201.72
*SECNO 17.100
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .42
' 3470 ENCROACHMENT STATIONS= 881.0 1310.0 TYPE= 1 TARGET=-881.000
17.100 7.24 4893.34 .00 .00 4893.70 .36 .14 .08 4889.70
' 1230.0 356.0 671.1 202.9 105.9 115.8 68.6 122.9 34.1 4889,60
1.04 3.36 5.80 2.96 .037 .033 .040 .000 4886.10 1010.81
.001931 170. 245. 75. 2 0 0 .00 102.46 1113.28
' *SECNO 18.000
18.000 8.45 4893.55 .00 .00 4894.03 .48 .30 .04 4897.90
' 1230.0 .0 1039.8 190.2 .0 175.9 60.3 123.8 34.3 4889.50
1.05 .00 5.91 3.15 .000 .033 .040 .000 4885.10 1007.14
.001794 155. 175. 110. 2 0 0 .00 51.96 1059.10
' 22SEP92 13:59:29 PAGE 43
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
C GLOB OCH GROB ALOE ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO 19.000
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .67
19.000 7.21 4894,41 .00 .00 4895.23 .82 1.09 .10 4897,00
' 1230.0 .0 1023.5 206.5 .0 131.3 56.1 125.8 34.8 4890.20
1.06 .00 7.79 3.68 .000 .033 -.040 .000 4887.20 1020.49
.003994 280. 452. 280. 2 0 0 .00 62.00 1082.49
CCHV= .100 CEHV= .300
' *SECNO 20.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.50
20.000 7.70 4895.90 .00 .06 4896.26 .35 .98 .05 4890.90
1230.0 513.6 716.4 .0 139.2 132.6 .0 127.8 35.3 4897.60
1.09 3.69 5.40 .00 .040 .035 .000 .000 4888.20 1011.28
.001775 375. 395. 325. 2 0 0 .00 61.79 1073.07
' *SECNO 21.000
21.000 7.47 4896.37 .00 .00 4897.04 .68 .69 .10 4894.70
1230.0 81.0 955.0 194.0 31.2 132.7 44.1 129.4 35.7 4891.30
1.10 2.60 7.20 4.40 .040 .035 .040 .000 4888.90 1083.65
' .003016 240. 327. 290. 2 0 0 .00 61.84 1145.48
' *SECNO 22.000
22.000 8.32 4897.72 .00 .00 4898.06 .34 .98 .03 4904.40
1230.0 .0 851.5 378.5 .0 163.1 123.4 131.9 36.3 4893.60
' 1.13 .00 5.22 3.07 .000 .035 .040 .000 4889,40 1056,81
.001563 340. 530. 280. 2 0 0 .00 74.55 1131.41
'CCHV= .100 CEHV= .300
*SECNO 23.000
' 3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .51
1
'
22SEP92
13:59:29
SECNO
DEPTH CWSEL
CRIWS
WSELK
EG
HV
HL
'
Q
OLOB GCH
OROB
ALOB
ACH
AROB
VOL
TIME
VLOB VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE
XLOBL XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
23.000
5.97
4898.07
.00
.00
4899.24
1.18
.93
.25
4895.10
1230.0
17.5
1075.2
137.4
5.5
117.0
33.9
133.4
36.6
4895.40
'
1.14
3.16
9.19
4.05
.040
.035
.045
.000
4892.10
1059.79
005950
335
397
130.
2
0
0
.00
45.41
1105.20
CCHV= .300 CEHV= .500
*SECNO 23.100
3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.02
23.100
6.16
4899,26
.00
.00
4899,62
.36
.13
.24
4896,10
'
1180.0
9.8
1159.2
11.0
6.2
238.9
7.8
133.7
36.7
4896.40
1.14
1.57
4.85
1.42
.040
.035
.045
.000
4893.10
1059.55
001343
140.
55.
10.
3
0
0
.00
50.68
1110.23
' SPECIAL CULVERT
PAGE 44
SC CUNO CUNV ENTLC COFG RDLEN RISE SPAN CULVLN CHRT SCL ELCHU ELCHD
1 .020 .50 2.60 900.00 10.00 32.00 90.00 8 1 4893.60 4893.10
' CHART 8 - BOX CULVERT WITH FLARED WINGWALLS; NO INLET TOP EDGE BEVEL
SCALE 1 - WINGWALLS FLARED 30 TO 75 DEGREES
' *SECNO Z3.200
'SPECIAL CULVERT OUTLET CONTROL
EGIC = 4899.099 EGOC = 4899.784 PCWSE= 4899.263 ELTRD= 4906.700
SPECIAL CULVERT
EGIC
EGOC
H4
OWEIR
OCULV
VCH
ACULV
ELTRD
WEIRLN
4899.10
4899.78
.16
0.
1180.
4.929
320.0
4906.70
0.
23.200
5.86
4899.46
.00
.00
4899.78
.33
.16
.00
4895.20
1180.0
86.8
991.9
101.4
38.8
201.2
49.5
134.2
36.8
4895,10
'
1.15
2.24
4.93
2.05
.040
.035
.045
.000
4893.60
1081.58
001371
90
90
90
2
0
0
.00
76.21
1157.80
' CCHV= .100 CEHV= .300
'
22SEP92
13:59:29
SECNO
DEPTH CWSEL
CRIWS
WSELK
EG
HV
HL
'
G
GLOB GCH
CROB
ALOB
ACH
ARDS
VOL
TIME
VLOB VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE
XLOBL XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
*SECNO 24.000
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
24.000
6.26
4899.46
.00
.00
4899.84
.39
.04
.02
4894.60
1210.0
195.5,
759.4
255.1
65.2
130.0
83.7
134.4
36.9
4894.70
1.15
3.00
5.84
3.05
.040
.032
.040
.000
4893.20
1081.58
001507
30.
30.
30.
2
0
0
.00
76.22
1157.80
*SECNO 25.000
' 3470 ENCROACHMENT STATIONS= 951.0 1405.0 TYPE= 1 TARGET= -951.000
25.000 7.16 4899.96 .00 .00 4900.29 .33 .44 .01 4896.70
1210.0 326.1 883.9 .0 136.6 171.1 .0 136.4 37.5 4906.70
1.17 2.39 5.17 .00 .040 .032 .000 .000 4892.80 1103.57
.001506 300. 280. 340. 2 0 0 .00 95.32 1198.89
' *SECNO 26.000
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .62
26.000
6.34
4900.54
.00
.00
4901.23
.69
.83
.11
4909.70
1210.0
.0
873.8
336.2
.0
115.2
100.3
138.4
38.1
4898.20
1.18
.00
7.58
3.35
.000
.032
.040
.000
4894.20
1054.45
.003867
200.
395.
370.
2
0
0
.00
80.68
1135.13
PAGE 45
22SEP92 13:59:29
11 FOSSIL CREEK STABILITY STUDY -- LIDSTONE 8 ANDERSON, INC.
'T2 REACH: TRILBY RD U/S TO LEMAY AVE
T3 FOSSIL CREEK -- 10-YEAR FLOW DEVELOPED CONDITION
' J1 ICHECK ING NINV IDIR STRT METRIC HVINS
0 7 0 0 0 0 0
' J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC
' 6 0
1
1
1
1
CO-PPD-01
09/18/92
G WSEL FC
0 4895.0
IBW CHNIM ITRACE
PAGE 46
'
22SEP92
13:59:29
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
'
0
GLOB
GCH
GROB
ALOB
ACH
AROB
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
1
*PROF 6
'
CCHV= ADD
*SECNO 2.000
CEHV=
300
2.000
18.70
4895.00
.00
4895.00
4895.00
.00
1680.0
158.2
152.2
1369.5
758.6
329.8
7273.7
'
.00
.21
.46
.19
.045
.032
.045
.000003
0.
0.
0.
0
0
0
'
CCHV= .100
CEHV=
.300
*SECNO 3.000
3,000
18.70
4891,01
.00
.00
4895.00
.00
'
1680.0
129.0
141.6
1409.3
506.0
317.4
7146.1
.22
.26
.45
.20
.040
.032
.040
.000003
215.
230.
165.
0
0
0
*SECNO 4.000
4.000
17.90
4895.00
.00
.00
4895.00
.00
'
1680.0
576.3
133.3
970.4
2007.1
335.6
5534.8
.39
.29
.40
.18
.040
.032
.040
.000003
210.
300.
110.
0
0
0
CCHV= .100
CEHV=
.300
*SECNO 5.000
5.000
17.00
4895.00
.00
.00
4895.00
.00
1680.0
59.6
150.5
1469.9
400.2
312.4
5908.2
.25
.045
.032
.040
'
.53
.000004
.15
165.
.48
185.
120.
0
0
0
'
*SECNO 6.000
6.000
16.70
4895.00
.00
.00
4895.00
.00
1680.0
506.6
254.9
918.6
1477.4
336.7
2877.6
.76
.34
.76
.32
.045
.032
.040
'
.000008
180.
360.
355.
0
0
0
'
CCHV= .100
CEHV=
.300
HL
OLOSS
L-BANK ELEV
VOL
TWA
R-BANK ELEV
WTN
ELMIN
SSTA
CORAR
TOPWID
ENDST
.00 .00 4881.10
.0 .0 4881.60
.000 4876.30 938.00
.00 1509.00 2447.00
.00 .00 4881.60
32.1 6.0 4882.20
.000 4876.30 952.00
.00 1606.06 2558.05
.00 .00 4881.20
56.5 10.6 4888.00
.000 4877.10 869.00
.00 1626.06 2495.05
.00 .00 4886.10
78.2 14.9 4882.10
.000 4878.00 896.98
.00 1370.05 2267.04
.00 .00 4882.60
120.5 23.6 4882.20
.000 4878.30 806.97
.00 951.07 1758.04
PAGE 47
' 22SEP92
13:59:29
PAGE 48
' SECNO
G
DEPTH
GLOB
CWSEL
GCH
CRIWS
GROB
WSELK
ALOB
EG
ACH
HV
AROB
HL
VOL
OLOSS
TWA
L-BANK ELEV
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
*SECNO 7.000
' 3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.68
7.000
16.40
4895.00
.00
.00
41195.01
.01
.00
.00
41183.90
'
1680.0
497.2
319.5
863.3
892.3
307.8
2221.6
147.1
29.9
4883.60
.90
.56
1.04
.39
.040
.032
.040
.000
4878.60
872.93
.000017
185.
265.
335.
0
0
0
.00
912.20
1785.13
*SECNO 8.000
8.000
16.61
4895.01
.00
.00
4895.01
.01
.00
.00
4897.00
'
1680.0
.0
375.8
1304.2
.0
416.8
2837.4
158.7
32.7
4887.50
.99
.00
.90
.46
.000
.032
.040
.000
4878.40
1049.54
.000020
195.
285.
125.
0
0
0
.00
845.66
1895.20
*SECNO 9.000
' 3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.69
9.000
15.91
4895.01
AD
.00
4895,02
.02
.01
.00
4891.80
'
1680.0
25.5
621.6
1032.9
76.6
• 422.3
1729.8
173.7
36.9
4884.30
1.06
.33
1.47
.60
.040
.032
.040
.000
4879.10
1004.28
.000043
270.
305.
225.
0
0
0
.00
744.24
1748.52
*SECNO 10.000
10.000
15.41
4895.01
.00
.00
4895.05
.03
.02
.01
4884.30
'
1680.0
143.7
574.2
962.1
160.6
253.9
1151.5
187.2
41.4
4883.20
1.13
.90
2.26
.84
.040
.032
.040
.000
4879.60
1005.11
.000086
150.
360,
310,
0
0
0
.00
557.58
1562.70
'
*SECNO 11.000
' 3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
1.50
11.000
14.75
4895.05
.00
.00
4895.06
.01
.01
.00
4885.60
'
1680.0
134.1
293.3
1252.5
177.5
221.6
1612.3
195.1
43.4
4885.30
1.20
.76
1.32
.78
.040
.032
.040
.000
4880.30
1020.14
.000038
320.
495.
125.
1
0
0
.00
601.01
1621.15
'
22SEP92
13:59:29
PAGE 49
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
0
GLOB
GCH
GROB
ALOB
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOS
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
*SECNO 11.100
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.46
11.100
12.92
4895.02
.00
.00
4895.09
.07
.01
.02
4885.00
1680.0
276.2
588.8
815.0
163.5
193.6
606.0
199.3
44.6
4885.00
1.22
1.69
3.04
1.34
.040
.032
..040
.000
4882.10
963.95
.000177
120.
110.
125.
2
0
0
.00
278.61
1242.56
*SECNO 12.000
12.000
14.63
4895.03
.00
.00
4895.10
.06
.01
.00
4886.10
'
1680.0
96.8
637.1
946.1
64.7
235.2
703.8
199.9
44.7
4885.00
1.23
1.50
2.71
1.34
.040
.032
.040
.000
4880.40
1049.52
.000150
70.
65.
10.
1
0
0
.00
274.67
1324.19
1
*SECNO 13.000
13.000
12.69
4895.09
.00
.00
4895.13
.03
.03
.00
4886.80
'
1680.0
33.6
621.4
1025.0
45.7
310.9
968.2
206.5
46.2
4886.10
1.28
.74
2.00
1.06
.040
.032
.040
.000
4882.40
1006.79
140.
350.
220,
2
0
0
.00
275.83
1282.61
'
.010079
*SECNO 13.100
'
CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
3302 WARNING:
CONVEYANCE
.43
13.100
12.32
4895.02
.00
.00
4895.19
.18
.03
.04
4885.00
'
1680.0
121.9
700.7
857.4
62.8
157.8
362.0
209.7
46.8
4885.00
1.29
1.94
4.44
2.37
.040
.032
.040
.000
4882.70
977.89
.000432
205.
225.
115.
2
0
0
.00
134.84
1112.72
'
*SECNO 14.000
14.000
13.25
4895.05
.00
.00
4895.23
.19
.03
.00
4888.10
1680.0
466.7
1118.5
94.8
250.3
276.3
91.5
210.7
47.1
4892.80
1.30
1.86
4.05
1.04
.040
.032
.040
.000
4881.80
991.19
'
.000468
130.
85.
25.
0
0
0
.00
201.89
1193.08
CCHV= .100
CEHV=
.300
1
'
22SEP92
13:59:29
'
SECNO
Q
DEPTN CWSEL
QL08 QCH
CRIWS
QROB
WSELK
ALOB
EG
ACH
HV
AROS
HL
VOL
TIME
VLOB VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE
XLOBL XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
*SECNO 15.000
'
3302 WARNING:
CONVEYANCE CHANGE OUTSIDE
OF ACCEPTABLE
RANGE,
KRATIO =
1.49
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
15.000
12.24
4895.24
.00
.00
4895,33
.09
.09
.01
4888.60
'
1680.0
65.9
860.5
753.6
".0
292.4
466.8
215.1
47.9
4887.80
1.34
1.50
2.94
1.61
.037
.033
_.040
.000
4883.00
1042.01
000212
155
385
200.
2
0
0
.00
157.64
1199.65
*SECNO 16.000
16.000
11.52
4895.32
.00
.00
4895.40
.08
.06
.00
4886.50
'
1680.0
970.5
572.5
137.0
459.7
213.0
184.3
220.0
49.0
4893.20
1.37
2.11
2.69
.74
.037
.033
.040
.000
4883.80
980.62
000239
345
335
140
1
0
0
.00
256.98
1237.60
*SECNO 17.000
' 3265 DIVIDED FLOW
17,000
11.69
4895.39
.00
.00
4895.45
.06
.05
.00
4889.30
'
1680.0
933.5
7463
.0
614.7
302.8
.0
224.6
50.1
4900.50
1.41
1.52
2.47
.00
.037
.033
.000
.000
4883.70
819.86
_000201
135.
405.
210.
1
0
0
.00
289.75
1203.03
*SECNO 17.100
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .52
' 3470 ENCROACHMENT STATIONS= 881.0 1310.0 TYPE= 1 TARGET= -881.000
17.100 9.28 4895.38 .00 .00 4895.55 .18 .07 .03 4889.70
1680.0 622.4 634.8 422.8 216.2 148.4 180.0 227.6 50.9 4889.60
1.42
2.88
4.28
2.35
.037
.033
.040
.000
4886.10
998.51
'
.000755
170.
245.
75.
2
) 0
0
.00
141.18
1139.69
'
*SECNO 18.000
18.000
10.27
4895.37
.00
.00
4895.78
.41
.15
.07
4897.90
1680.0
.0
1292.0
388.0
.0
232.1
116.7
229.1
51.3
4889.50
'
1.43
.00
5.57
3.33
.000
.033
.040
.000
4885.10
1003.18
.001314
155.
175.
110.
2
0
0
.00
81.67
1084.85
PAGE 50
22SEP92
13:59:29
PAGE 51
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
Q
QLOB
QCH
QROB
ALOB
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
*SECNO 19.000
19.000
8.74
4895.94
.00
.00
4896.57
.63
.73
.06
4897.00
1680.0
.0
1218.2
461.8
.0
173.0
116.0
232.0
51.9
4890.20
1.45
.00
7.04
3.98
.000
.033
.040
.000
4887.20
1018.37
280.
452.
280,
2
0
0
.00
70.36
1188.73
.002534
CCHV= .100 CEHV=
.300
*SECNO 20.000
20.000
8.78
4896.98
.00
.00
4897.38
.41
.80
.02
4890.90
1680.0
787.6
892.4
.0
185.8
154.4
.0
234.7
52.5
4897.60
1.47
4.24
5.78
.00
.040
.035
.000
.000
4888.20
1007.71
'
.001755
375.
395.
325.
2
0
0
.00
65.57
1073.28
*SECNO 21.000
21.000
8.51
4897.41
.00
.00
4898.12
.71
.64
.09
4894.70
1680.0
204.6
1178.4
297.0
64.3
155.1
63.8
236.8
52.9
4891.30
1.48
3.18
7.60
4.65
.040
.035
.040
.000
4888.90
1064.95
'
.002728
240.
327.
290.
2
0
0
.00
84.26
1149.21
'
*SECNO 22.000
22.000
9.29
4898.69
.00
.00
4899.08
.39
.93
.03
4904.40
1680.0
.0
1054.9
625.1
.0
186.3
173.7
239.8
53.6
4893.60
1.51
.00
5.66
3.60
.000
.035
.040
.000
4889.40
1056.73
.001607
340.
530.
280.
2
0
0
.00
77.68
1134.40
'
CCHV= .100
CEHV=
.300
*SECNO 23.000
'
3301 HV CHANGED MORE
THAN HVINS
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.51
23.000
6.77
4898.87
.00
.00
4900.32
1.45
.93
.32
4895.10
1680.0
33.7
1402.5
243.8
8.9
135.3
50.2
241.7
54.0
4895.40
'
1.52
3.80
10.37
4.86
.040
.035
.045
.000
4892.10
1058.79
.006244
335.
397.
130.
3
0
0
.00
49.59
1108.39
i
1
' 22SEP92 13:59:29
PAGE 52
SECNO DEPTH
CWSEL
CRIWS
WSELK
EG
HV
Hl
OLOSS
L-BANK
ELEV
'
Q OLDS
QCH
QROB
ALOE
ACH
AROB
VOL
TWA
R-BANK
ELEV
TIME VLOS
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
CCHV= .300 CEHV=
.500
' *SECNO 23.100
3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE
OF ACCEPTABLE RANGE,
KRATIO =
2.03
23.100 7.22
4900.32
.00
.00
4900.76
.44
.13
.30
4896.10
1570.0 20.9
1523.8
25.3
11.1
282.5
14.6
242.0
54.0
4896.40
1.52 1.89
5.39
1.74
.040
.035
.045
.000
4893.10
1058.24
' .001327 140.
55.
10.
3
0
0
.00
54.00
1112.24
' SPECIAL CULVERT
SC CUNO CUNV
ENTLC
COFQ
RDLEN
RISE
SPAN
CULVLN
CHRT
SCL
ELCHU ELCHD
' 1 .020
.50
2.60
900.00
10.00
32.00
90.00
8
1
4893.60 4893.10
CHART 8 - BOX CULVERT
WITH FLARED WINGWALLS; NO INLET TOP EDGE
BEVEL
' SCALE 1 - WINGWALLS FLARED 30
TO 75 DEGREES
*SECNO 23.200
'SPECIAL CULVERT OUTLET
CONTROL
EGIC = 4900.294 EGOC = 4901.032
PCWSE= 4900.319 ELTRD=
4906.700
' SPECIAL CULVERT
EGIC EGOC
H4
QWEIR
QCULV
VCH
ACULV
ELTRD
WEIRLN
4900.29 4911.03
.27
0.
1570.
4.964
320.0
4906.70
0.
23.200 7.12
4900.72
.00
.00
4901.03
.31
.27
.00
4895.20
' 1570.0 153.0
1216.1
200.8
65.2
245.0
.90.9
242.7
54.2
4895.10
1.53 2.35
4.96
2.21
.040
.035
.045
.000
4893.60
1076.19
.001070 90.
90.
90.
2
0
0
.00
100.70
1176.89
CCHV= .100 CEHV=
.300
*SECNO 24.000
' 24.000 7.54
4900.74
.00
.00
4901.07
.33
.03
.00
4894.60
1570.0 287.9
880.4
401.7
99.7
157.6
135.9
243.0
54.2
4894.70
1.53 2.89
5.59
2.96
.040
.032
.040
.000
4893.20
1076.07
.001067 30.
30.
30.
1
0
0
.00
101.23
1177.31
'
22SEP92
13:59:29
l
SECNO
DEPTH CWSEL
CRIWS
WSELK
EG
HV
HL
'
Q
OLOB CCH
GROB
ALOB
ACH
ARDS
VOL
TIME
VLOB VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE
XLOBL XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
'
*SECNO 25.000
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
' 3470 ENCROACHMENT STATIONS= 951.0 1405.0 TYPE= 1 TARGET= -951.000
25.000 8.32 4901.12 .00 .00 4901.39 .27 .32 .01 4896.70
1570.0 575.3 994.7 .0 215.6 205.0 .0 245.8 54.9 4906.70
1.55 2.67 4.85 .00 .040 .032 .000 .000 4892.80 1099.29
.001091 300. 280. 340. 2 0 0 .00 99.72 1199.01
*SECNO 26.000
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .62
26.000
7.30
4901.50
.00
.00
4902.07
.57
.59
.09
4909.70
1570.0
.0
966.7
603.3
.0
136.1
159.1
248.5
55.6
4898,20
1.57
.00
7.10
3.79
.000
.032
.040
.000
4894.20
1054.05
.002860
200.
395.
370.
2
0
0
.00
84:91
1138.96
1
PAGE 53
' 22SEP92 13:59:29
T1 FOSSIL CREEK STABILITY STUDY -- LIDSTONE & ANDERSON, INC.
T2 REACH: TRILBY RD U/S TO LEMAY AVE
T3 fOSSIL CREEK -- 50-YEAR FLOW DEVELOPED CONDITION
J1 ICHECK INQ NINV IDIR STRT METRIC HVINS
0 8 0 0 0 0 0
' J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC
' 7 0
CO-PPD-01
09/18/92
Q WSEL FQ
0 4895.6
IBW CHNIM ITRACE
PAGE 54
1
' 22SEP92
13:59:29
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
'
0
OLOS
OCH
OROB
ALOB
ACH
AROB
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
*PROF 7
.100
CEHV=
.300
'CCHV=
*SECNO 2.000
2.000
19.30
4895.60
.00
4895.60
4895.60
- .00
2980.0
277.4
246.4
2456.2
836.8
341.3
8130.4
' .00
.33
.72
.30
.045
.032
.045
.000007
0.
0.
0.
0
0
0
' CCHV= .100
CEHV=
.300
*SECNO 3.000
3.000
19.30
41195,60
.00
.00
4895.60
.00
2980.0
219.6
226.6
2533.8
552.4
328.6
8074.8
.14
.40
.69
.31
.040
.032
.040
.000006
215.
230.
165.
0
0
0
*SECNO 4.000
4.000
18.50
4895.60
.00
.00
4895.60
.00
'
2980.0
963.8
215.9
1800.3
2143.6
348.9
6373.8
.25
.45
.62
.28
.040
.032
.040
.000006
210.
300.
110.
0
0
0
CCHV= .100
CEHV=
.300
*SECNO 5.000
'
5.000
17.60
4895.60
.00
.00
4895.60
.00
2980.0
121.0
241.0
2618.0
499.3
323.9
6628.3
.34
.24
.74
.39
.045
.032
.040
'
.000009
165.
185.
120.
0
0
0
' *SECNO 6.000
6.000
17.30
4895.60
.00
.00
4895.61
.01
2980.0
885.5
412.3
1682.3
1631.1
349.9
3288.8
.49
.54
1.18
.51
.045
.032
.040
'
.000018
180.
360.
355.
0
0
0
' CCHV= .100
CEHV=
.300
HL
OLOSS
L-BANK ELEV
VOL
TWA
R-BANK ELEV
WTN
ELMIN
SSTA
CORAR
TOPWID
ENDST
.00 .00 4881.10
.0 .0 4881.60
.000 4876.30 935.00
.00 1645.22 2580.22
.00 .00 4881.60
35.9 6.4 4882.20
.000 4876.30 949.35
.00 1676.02 2625.38
.00
.00
4881.20
63.0
11.1
4888.00
.000
4877.10
866.59
.00
1661.55
2528.14
.00 .00 4886.10
87.3 15.5 4882.10
.000 4878.00 890.37
.00 1392.31 2282.68
.00 .00 4882.60
134.9 24.3 4882.20
.000 4878.30 799.44
.00 969.44 1768.88
PAGE 55
' 22SEP92
13:59:29
PAGE 56
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
0
OLOS
GCH
OROB
AL08
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
*SECNO 7.000
7.000
17.01
4895.61
.00
.DO-
4895.62
.01
.01
.00
4883.90
'
2980.0
849.3
502.1
1628.6
1002.0
320.1
2660.7
165.4
30.9
4883.60
.58
.85
1.57
.61
.040
.032
.040
.000
4878.60
860.25
.000037
185.
265,
335.
0
0
0
.00
947.20
1807.46
*SECNO 8.000
8.000
17.21
4895.61
.00
.00
4895.63
.01
.01
.00
4897.00
'
2980.0
.0
592.1
2387.9
.0
437.1
3336.7
178.7
33.7
4887.50
.63
.00
1.35
.72
.000
.032
.040
.000
4878.40
1049.40
' .000043
195.
285.
125.
0
0
0
.00
868.23
1917.64
*SECNO 9.000
' 3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.70
9.000
16.51
4895.61
.00
.00
4895.65
.03
.01
.01
4891.80
'
2980.0
61.3
967.5
1951.3
108.8
442.1
2141.2
196.3
38.1
4884.30
.69
.56
2.19
.91
.040
.032
.040
.000
4879.10
992.25
' .000089
270.
305.
225,
1
0
0
.00
783.00
1715,24
*SECNO 10.000
10.000
16.03
4895.63
.00
.00
4895.70
.07
.04
.01
4884.30
'
2980.0
262.4
884.4
1833.2
203.1
264.8
1454.8
212.6
42.8
4883.20
.73
1.29
3.34
1.26
.040
.032
.040
.000
4879.60
991.45
' .000177
150.
360.
310.
0
0
0
.00
599.64
1591.09
11.000
'*SECNO
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
1.45
11.000
15.40
4895.70
.00
.00
4895.73
.03
.03
.00
4885.60
2980.0
233.6
474.5
2271.9
199.7
233.0
2007.4
221.8
45.0
4885.30
.78
1.17
2.04
1.13
.040
.032
.040
.000
4880.30
1018.26
.000084
320.
495.
125.
2
0
0
.00
701.62
1719.88
*SECNO 11.100
22SEP92 13:59:29 PAGE 57
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
O
GLOB
OCH
GROB
ALOB
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOS
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
'
t3302
WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.46
11.100
13.53
4895.63
.00
.00
4895.79
.16
.02
.04
4885.00
2980.0
477.4
951.1
1551.5
181.1
203.4
777.1
226.9
46.6
4885.00
'
.79
2.64
4.68
2.00
.040
.032
.040
.000
4882.10
962.24
.000392
120.
110.
125.
2
0
- 0
.00
371.87
1334.12
'
*SECNO 12.000
12.000
15.26
4895.66
.00
.00
4895.80
.14
.01
.00
4886.10
2980.0
165.7
1034.6
1779.7
71.5
247.0
889.7
227.6
46.7
4885.00
'
.80
2.32
4.19
2.00
.040
.032
.040
.000
4880.40
1049.08
.000337
70.
65.
10.
2
0
0
.00
369.13
1418.21
'
*SECNO 13.000
13.000
13.39
4895.79
.00
.00
4895.87
.08
.06
.01
4886.80
'
2980.0
62.5
1028.2
1889.3
53.7
329.9
1140.3
235.3
48.4
4886.10
.83
1.16
3.12
1.66
.040
.032
.040
.000
4882.40
1005.86
.000179
140.
350.
220.
2
0
0
.00
296.23
1302.09
*SECNO 13.100
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.42
13.100
12.90
4895.60
.00
.00
4896.03
.42
.06
.10
4885.00
2980.0
226.9
1161.9
1591.2
72.7
165.5
431.1
238.9
49.1
4885.00
'
.84
3.12
7.02
3.69
.040
.032
.040
.000
4882.70
974.37
.001016
205.
225.
115.
2
0
0
.00
160.62
1134.99
1
*SECNO 14.000
14.000
13.92
4895,72
.00
AD
4896,11
.39
.07
.00
4888.10
'
2980.0
924.8
1786.7
268.5
324.4
294.3
148.0
240.1
49.4
4892.80
.84
2.85
6.07
1.81
.040
.032
.040
.000
4881.80
976.91
.000967
130.
85.
25.
2
0
0
.00
235.22
1212.13
CCHV= .100 CEHV=
.300
1
1
*SECNO 15.000
' 22SEP92 13:59:29 PAGE 58
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
0 0L0S OCH OROB ALOE ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XL08R ITRIAL IDC ICONT CORAR TOPWID ENDST
'3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.48
ti
15.000 13.11 4896.11 .00 .00 4896.31 .20 .18 .02 4888.60
2980.0 131.2 1416.0 1432.7 59.8 315.6 573.6 245.2 50.4 4887.80
.87 2.20 4.49 2.50 .037 .033 .040 .000 4883.00 1034.02
.0004" 155. 385. 200. 2 0 0 .00 177.64 1211.66
' *SECNO 16.000
16.000 12.49 4896.29 .00 .00 4896.43 .14 .12 .01 4886.50
' 2980.0 1658.7 890.2 431.1 582.8 235.3 328.5 251.3 51.8 4893.20
.89 2.85 3.78 1.31 .037 .033 .040 .000 4883.80 922.82
.000416 345. 335. 140. 0 0 0 .00 336.93 1259.75
*SECNO 17.000
' 3265 DIVIDED FLOW
17.000 12.72 4896.42 .00 .00 4896.52 .10 .09 .00 4889.30
2980.0 1847.1 1132.9 .0 948.8 335.5 .0 257.1 53.3 4900.50
.92 1.95 3.38 .00 .037 .033 .000 .000 4883.70 748.07
.000342 135. 405. 210. 1 0 0 .00 419.24 1203.71 .
' *SECNO 17.100
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .52
'3470 ENCROACHMENT STATIONS= 881.0 1310.0 TYPE= 1 TARGET= -881.000
17.100 10.27 4896.37 .00 .00 4896.70 .33 .11 .07 4889.70
2980.0 1158.1 971.7 850.2 277.1 164.3 249.5 261.1 54.3 4889.60
.93 4.18 5.91 3.41 .037 .033 .040 .000 4886.10 994.61
' .001261 170. 245. 75. 2 .0 0 .00 154.17 1148.78
' *SECNO 18.000
I
I
3301 HV CHANGED MORE THAN HVINS
1 +I
I
'
22SEP92
13:59:29
SECNO
DEPTH
CWSEL
CR1WS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
G
GLOB
GCH
GROG
ALOE
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE Of
ACCEPTABLE RANGE,
KRATIO =
.69
18.000
11.16
4896.26
.00
.00
4897.13
.87
.27
.16
4897.90
'
2980.0
.94
.0
.00
2166.1
8.29
813.9
4.71
.0
.000
261.4
.033
172.7
.040
263.0
.000
54.7
4885.10
4889.50
1002.06
.002615
155.
175.
110.
2
0
- 0
.00
108.02
1110.08
*SECNO 19.000
19.000
10.15
4897.35
.00
.00
4898.37
1.02
1.19
.04
4897.00
2980.0
.3
1952.8
1026.9
.4
214.2
181.1
266.6
55.5
4890.20
'
.95
.74
9.12
5.67
.037
.033
.040
.000
4887.20
1014.39
.003440
280.
452.
280.
2
0
0
.00
83.51
1097.90
'
CCHV= .100 CEHV=
.300
*SECNO 20.000
20.000
10.57
4898.77
.00
.00
4899.44
.67
1.04
.03
4890.90
'
2980.0
1556.8
1416.0
7.2
271.9
191.0
5.9
270.3
56.2
4897.60
.97
5.72
7.41
1.22
.040
.035
.040
.000
4888.20
1001.77
'
.002244
375.
395.
325.
2
0
0
.00
81.67
1083.44
*SECNO 21.000
'
21.000
10.48
4899.38
.00
.00
4900.16
.78
.69
.03
4894.70
2980.0
704.8
1691.7
583.6
185.1
197.4
111.7
273.4
56.8
4891.30
.98
3.81
8.57
5.22
.040
.035
.040
.000
4888.90
1026.02
'
.002517
240.
327.
290.
2
0
0
.00
130.21
1156.23
*SECNO 22.000
'
22.000
11.15
4900.55
.00
.00
4901.11
.56
.93
.02
4904.40
2980.0
.0
1589.3
1390.7
.0
231.4
289.1
278.0
57.7
4893.60
1.00
.00
6.87
4.81
.000
.035
.040
.000
4889.40
1056.49
'
.001917
340.
530.
280.
2
0
0
.00
99.78
1156.27
'
CCHV= .100 CEHV=
.300
*SECNO 23.000
' 3301 HV CHANGED MORE THAN HVINS
PAGE 59
22SEP92 13:59:29
PAGE 60
SECNO DEPTH CWSEL CRIWS
WSELK EG
HV
HL
OLOSS
L-BANK
ELEV
'
0 OLOB 0CH OROB
ALOB ACH
AROB
VOL
TWA
R-BANK
ELEV
TIME VLOB VCH VROB
XNL XNCH
XNR
WTN
ELMIN
SSTA
SLOPE XLOBL XLCH XLOBR
ITRIAL IDC
ICONT
CORAR
TOPWID
ENDST
'
3302 WARNING: CONVEYANCE CHANGE OUTSIDE
OF ACCEPTABLE RANGE,
KRATIO =
.49
23.000 8.25 4900.35 4900.33
.00 4902.71
2.36
1.06
.54
4895.10
2980.0 92.2 2297.9 589.9
1.00 5.34 13.57 6.75
17.3 169.4
.040 .035
87.3
.045
280.5
.000
58.1
4892.10
4895.40
1056.94
.007926 335. 397. 130.
6 19
0
.00
57.43
1114.37
'
CCHV= .300 CEHV= .500
*SECNO 23.100
'
3301 HV CHANGED MORE THAN HVINS
'
3302 WARNING: CONVEYANCE CHANGE OUTSIDE
OF ACCEPTABLE RANGE,
KRATIO =
2.21
23.100 9.62 4902.72 .00
.00 4903.37
.65
.15
.51
4896.10
2710.0 70.3 2536.2 103.5
27.4 381.8
40.6
280.9
58.2
4896.40
'
1.01 2.57 6.64 2.55
.040 .035
.045
.000
4893.10
1055.24
.001347 140. 55. 10.
4 0
0
.00
65.27
1120.50
SPECIAL CULVERT
'
SC CUNO CUNV ENTLC COFO
RDLEN RISE
SPAN
CULVLN
CHRT
SCL
ELCHU ELCHD
1 .020 .50 2.60
900.00 10.00
32.00
90.00
8
1
4893.60 4893.10
'
CHART 8 - BOX CULVERT WITH FLARED WINGWALLS; NO INLET TOP EDGE
BEVEL
SCALE 1 - WINGWALLS FLARED 30 TO 75 DEGREES
'
*SECNO 23.200
SPECIAL CULVERT OUTLET CONTROL
EGIC = 4903.361 EGOC = 4904.159 PCWSE= 4902.723 ELTRD=
4906.700
'
3265 DIVIDED FLOW
'
3302 WARNING: CONVEYANCE CHANGE OUTSIDE
�e.
OF ACCEPTABLE RANGE,
KRATIO =
1.54
' 22SEP92 13:59:29 PAGE 61
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
0 OLOB OCH OROS ALOB ACH ARDS VOL TWA R-BANK ELEV
TIME VLOS VCH VROB XNL XNCH XNR WTN ELMIN SSTA
' SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
SPECIAL CULVERT
' EGIC EGOC H4 OWEIR OCULV VCH ACULV ELTRD WEIRLN
4903.36 4904.16 .79 0. 2710. 4.655 320.0 4906.70 0.
' 23.200 10.32 4903.92 .00 .00 4904.16 - .24 .79 .00 4895.20
2710.0 411.9 1657.4 640.6 162.7 356.1 288.9 282.2 58.4 4895.10
1.01 2.53 4.66 2.22 .040 .035 .045 .000 4893.60 1036.12
.000571 90. 90. 90. 2 0 0 .00 158.14 1209.41
' CCHV= .100 CEHV= .300
*SECNO 24.000
3265 DIVIDED FLOW
24.000 10.74 4903.94 .00 .00 4904.18 .23 .02 .00 4894.60
2710.0 601.4 1145.0 963.6 216.6 226.1 358.9 282.8 58.5 4894.70
1.02 2.78 5.06 2.68 .040 .032 .040 .000 4893.20 1033.42
.000542 30. 30. 30. 0 0 0 .00 161.27 1209.60
*SECNO 25.000
' 3470 ENCROACHMENT STATIONS= 951.0 1405,.0 TYPE= 1 TARGET= -951.000
25.000 11.33 4904.13 .00 .00 4904.35 .22 .17 .00 4896.70
2710.0 1401.1 1308.9 .0 481.0 293.8 .0 288.3 59.6 4906.70
' 1.04 2.91 4.45 .00 .040 .032 .000 .000 4892.80 1053.83
.000633 300. 280. 340. 2 0 0 .00 145.50 1199.33
' *SECNO 26.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .66
26.000 10.11 4904.31 .00 .00 4904.72 .41 .31 .06 4909.70
2710.0 .0 1220.2 1489.8 .0 199.2 354.8 293.1 60.5 4898.20
' 1.06 .00 6.13 4.20 .000 .032 .040 .000 4894.20 1052.86
.001467 200. 395. 370. 1 0 0 .00 105.45 1158.32
' 22SEP92 13:59:29
'T1 FOSSIL CREEK STABILITY STUDY -- LIDSTONE & ANDERSON, INC.
T2 REACH: TRILBY RD U/S TO LEMAY AVE
T3 FOSSIL CREEK -- 100-YEAR FLOW DEVELOPED CONDITION
' J1 ICHECK INQ NINV IDIR STRT METRIC HVINS
0 9 0 0 0 0 0
' J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC
15 0
CO-PPD-01
09/18/92
Q WSEL FQ
0 4896.2
IBW CHNIM ITRACE
PAGE 62
22SEP92
13:59:29
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
G
GLOB
GCH
GROG
ALOE
ACH
ARDS
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
*PROF 8
'
CCHV= ,100
*SECNO 2.000
CEHV=
.300
2.000
19.90
4896.20
.00
4896.20
4896.20
- .00
3600.0
331.3
273.4
2995.3
916.9
352.7
9063.3
.00
.36
.78
.33
.045
.032
.045
.000007
0.
0.
0.
0
0
0
'
CCHV= .100
CEHV=
.300
*SECNO 3.000
3,000
19.90
4896,20
.00
.00
4896,20
.00
'
3600.0
255.8
249.0
3095.2
600.4
339.8
9040.7
,13
.43
.73
.34
.040
.032
.040
.000007
215.
230.
165.
0
0
0
*SECNO 4.000
4.000
19.10
4896.20
.00
.00
4896.21
.00
3600.0
1103.4
239.9
2256.7
2281.4
362.3
7231.7
.23
.48
.66
.31
.040
.032
.040
.000007
210.
300.
110.
0
0
0
CCHV= .100 CEHV=
.300
*SECNO 5.000
'
5.000
18.20
4896.20
.00
.00
4896.21
.00
3600.0
163.4
265.3
3171.3
602.3
335.4
7356.5
.79
.43
.045
.032
.040
'
.31
.000010
.27
165.
185.
120.
0
0
0
*SECNO 6.000
6.000
17.90
4896.20
.00
.00
4896.21
.01
3600.0
1055.4
457.8
2086.8
1789.1
363.1
3705.8
.45
.59
1.26
.56
.045
.032
.040
'
.000020
180.
360.
355.
0
0
0
'
CCHV= .100
CEHV=
.300
HL
OLOSS
L-BANK ELEV
VOL
TWA
R-BANK ELEV
WTN
ELMIN
SSTA
CORAR
TOPWID
ENDST
.00 .00 4881.10
.0 .0 4881.60
.000 4876.30 932.00
.00 1743.41 2675.41
.00 .00 4881.60
39.9 6.7 4882.20
.000 4876.30 946.71
.00 1728.53 2675.24
.00
.00
4881.20
69.8
11.5
4888.00
.000
4877.10
863.17
.00
1702.06
2565.23
.00 .00 4886.10
96.8 16.6 4882.10
.000 4878.00 883.76
.00 1412.09 2295.85
.00 .00 4882.60
149.7 24.9 4882.20
.000 4878.30 791.93
.00 986.74 1778.67
PAGE 63
0
'
22SEP92
13:59:29
PAGE 64
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
0
OLOB
OCH
GROB
ALOB
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOS
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
*SECNO 7.000
7.000
17.61
4896.21
.00
.00
4896.22
.01
.01
.00
4883.90
3600.0
993.1
542.6
2064.3
1119.1
332.4
3111.5
184.2
31.7
4883.60
.54
.89
1.63
.66
.040
.032
.040
.000
4878.60
847.00
'
.000038
185.
265.
335.
0
0
0
.00
980.42
1827,42
*SECNO 8.000
8.000
17.82
4896.22
.00
.00
4896.23
.01
.01
.00
4897.00
3600.0
.0
642.4
2957.6
.0
457.4
3846.0
199.3
34.6
4887.50
.59
.00
1.40
.77
.000
.032
.040
.000
4878.40
1049.27
.000045
195.
285.
125.
0
0
0
.00
890.86
1940.13
*SECNO 9.000
'
9.000
17.12
4896.22
.00
.00
4896.25
.03
.01
.01
4891.80
3600.0
95.6
1033.6
2470.8
149.3
461.9
2569.4
219.5
39.1
4884.30
.64
.64
2.24
.96
.040
.032
.040
.000
4879.10
980.05
'
.000088
270.
305.
225.
0
0
0
.00
827.35
1807.41
*SECNO 10.000
10.000
16.63
4896.23
.00
.00
4896.30
.07
.04
.01
4884.30
3600.0
330.8
935.8
2333.4
253.4
275.5
1768.3
238.7
"A
4883.20
.69
1.31
3.40
1.32
.040
.032
.040
.000
4879.60
978.24
'
.000174
150.
360.
310.
0
0
0
.00
644.79
1623.03
*SECNO 11.000
'
11.000
16.00
4896.30
.00
.00
4896.33
.03
.03
.00
4885.60
3600.0
276.5
523.4
2800.1
221.0
243.3
2419.7
249.4
46.6
4885.30
1.25
2.15
1.16
.040
.032
.040
.000
4880.30
1016.85
'
.73
.000089
320.
495.
125.
2
0
0
.00
766.95
1783.80
*SECNO 11.100
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.47
'
11.100
14.13
4896.23
.00
.00
4896.39
.16
.02
.04
4885.00
3600.0
554.4
1039.7
2005.9
199.4
213.0
997.7
255.5
48.3
4885.00
.75
2.78
4.88
2.01
.040
.032
.040
.000
4882,10
960.57
'
.000401
120.
110.
125.
2
0
0
.00
449.78
1410.35
1
'
22SEP92
13:59:29
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
G
GLOB
OCH
GROB
ALOE
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOS
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
*SECNO 12.000
12.000
15.86
4896.26
.00
.00
4896.40
.14
.01
.00
4886.10
'
3600.0
191.1
1140.3
2268.6
78.1
258.0
1116.0
256.3
48.5
4885.00
.75
2.45
4.42
2.03
.040
.032
.040
.000
4880.40
1048.66
70,
65.
10.
2
0
0
.00
442.58
1491,25
.000354
*SECNO 13.000
13.000
13.98
4896.38
.00
.00
4896.47
.09
.07
.00
4886.80
3600.0
78.0
1173.4
2348.6
61.0
346.0
1298.9
265.0
50.4
4886.10
.78
1.28
3.39
1.81
.040
.032
.040
.000
4882.40
1005.08
'
.000198
140.
350.
220.
2
0
0
.00
321.97
1327.04
13,100
'*SECNO
=
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO
.42
13.100
13.48
4896.18
.00
.00
4896.65
.47
.06
.11
4885.00
'
3600.0
285.4
1311.1
2003.5
84.3
172.9
511.0
269.1
51.2
4885.00
.79
3.39
7.58
3.92
.040
.032
.040
.000
4882.70
970.94
.001117
205.
225.
115.
2
0
0
.00
184.03
1154.96
*SECNO 14.000
14.000
14.55
4896.35
.00
.00
4896.73
.39
.08
.01
4888.10
3600.0
1208.3
1954.0
437.6
400.8
310.9
211.3
270.5
51.5
4892.80
.79
3.01
6.28
2.07
.040
.032
.040
.000
4881.80
967.20
'
.000963
130.
85.
25.
2
0
0
.00
261.10
1228.30
'
CCHV= .100 CEHV=
*SECNO 15.000
.300
15.000
13.71
4896.71
.00
.00
4896.94
.23
.19
.02
4888.60
3600.0
172.7
1624.4
1802.9
74.7
331.7
653.3
276.2
52.6
4887.80
.81
2.31
4.90
2.76
.037
.033
.040
.000
4883.00
1028.50
'
.000495
155.
385.
200.
2
0
0
.00
192.13
1220.63
'
*SECNO 16.000
16.000
13.13
4896.93
.00
.00
4897.07
.14
.12
.01
4886.50
3600.0
1959.1
976.2
664.6
690.E
249.E
472.4
283.3
54.3
4893*20
'
.84
2.84
3.91
1.41
.037
.033
.040
.000
4883.80
890.39
.000410
345.
335.
140.
2
0
0
.00
507.94
1398.33
PAGE 65
6
' 22SEP92 13:59:29
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
0 OLOB OCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
i
*SECNO 17.000
' 3265 DIVIDED FLOW
' 17.000 13.36 4897.06 .00 .00 4897.16 .10 .08 .00 4889.30
3600.0 2378.6 1221.4 .0 1211.2 356.1 .0 290.2 56.3 4900.50
.87 1.96 3.43 .00 .037 .033 -.000 .000 4883.70 725.51
.000334 135. 405. 210. 0 0 0 .00 471.50 1204.13
*SECNO 17.100
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .51
' 3470 ENCROACHMENT STATIONS= 881.0 1310.0 TYPE= 1 TARGET= -881.000
17.100 10.87 4896.97 .00 .00 4897.34 .37 .11 .08 4889.70
3600.0 1424.3 1082.6 1093.2 316.3 174.0 297.0 294.9 57.5 4889.60
' .88 4.50 6.22 3.68 .037 .033 .040 .000 4886.10 992.22
.001293 170. 245. 75. 2 0 0 .00 163.54 1155.76
' *SECNO 18.000
3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .67
' 18.000 11.72 4896.82 .00 .00 4897.81 .98 .28 .18 4897.90
3600.0 .0 2503.9 1096.1 .0 280.3 216.7 297.0 57.9 4889.50
' .88 .00 8.93 5.06 .000 .033 .040 .000 4885.10 1001,35
.002854 155. 175. 110. 2 0 0 .00 114.40 1115.75
' *SECNO 19.000
19.000 10.75 4897.95 .00 .00 4899.12 1.16 1.26 .05 4897.00
3600.0 4.7 2278.2 1317.1 3.2 232.1 213.4 301.1 58.7 4890.20
.89 1.46 9.82 6.17 .037 .033 .040 .000 4887.20 1010.15
.003584 280. 452. 280. 2 0 0 .00 92.60 1102.75
1
PAGE 66
' 22SEP92 13:59:29 PAGE 67
' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
0 OLOB CCH CROB ALOB ACH ARDS VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
CCHV= .100 CEHV= .300
' *SECNO 20.000
20.000 11.26 4899.46 .00 .00 4900.25 .78 1.09 .04 4890.90
3600.0 1928.5 1645.8 25.8 308.8 205.3 15.0 305.2 59.5 4897.60
.91 6.25 8.02 1.72 .040 .035 .040 .000 4888.20 995.05
' .002383 375. 395. 325. 2 0 0 .00 94.40 1089.44
' *SECNO 21.000
21.000 11.26 4900.16 .00 .00 4900.92 .77 .68 .00 4894.70
3600.0 1020.8 1866.4 712.8 252.9 214.1 134.4 308.9 60.2 4891.30
' .92 4.04 8.72 5.30 .040 .035 .040 .000 4888.90 1016.46
.002336 240. 327. 290. 2 0 0 .00 142.55 1159.01
*SECNO 22.000
22.000 11.82 4901.22 .00 .00 4901.85 .63 .91 .01 4904.40
3600.0 .0 1816.7 1783.3 .0 247.6 343.0 314.2 61.2 4893.60
' .94 .00 7.34 5.20 .000 .035 .040 .000 4889.40 1056.41
.002053 340. 530. 280. 2 0 0 .00 110.47 1166.88
' CCHV= .100 CEHV= .300
*SECNO 23.000
' 3301 HV CHANGED MORE THAN HVINS
7185 MINIMUM SPECIFIC ENERGY
' 3720 CRITICAL DEPTH ASSUMED
23.000 8.94 4901.04 4901.04 .00 4903.65 2.61 1.09 .60 4895.10
3600.0 127.9 2670.3 801.8 22.0 184.9 107.3 316.9 61.6 4895.40
' .95 5.81 14.44 7.47 .040 .035 .045 .000 4892.10 1056.09
.007991 335. 397. 130. 4 15 0 .00 61.33 1117.42
'CCHV= .300 CEHV= .500
*SECNO 23.100
' 3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.19
1
'
22SEP92
13:59:29
PAGE 68
SECNO
DEPTH CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
C
CLOB OCH
GROB
ALOB
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOB VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
23.100
10.55
4903.65
.00
.00
4904.37
.72
.15
.57
4896.10
3210.0
99.0
2953.7
157.3
35.6
420.1
57.1
317.4
61.7
4896.40
'
.95
2.78
7.03
2.76
.040
.035
.045
.000
4893.10
1054.08
.001328
140.
55.
10.
4
0
0
.00
70.60
1124.68
SPECIAL CULVERT
' SC
CUNO
CUNV
ENTLC
COFO
RDLEN
RISE
SPAN
CULVLN
CHRT
SCL ELCHU ELCHD
1
.020
.50
2.60
900.00
10.00
32.00
90.00
8
1 4893.60 4893.10
CHART 8 - BOX CULVERT WITH FLARED WINGWALLS; NO INLET TOP EDGE BEVEL
SCALE 1 - WINGWALLS FLARED 30 TO 75 DEGREES
' *SECNO 23.200
SPECIAL CULVERT OUTLET CONTROL
' EGIC = 4904.576 EGOC = 4906.270 PCWSE= 4903.650 ELTRD= 4906.700
' 3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.53
' SPECIAL CULVERT
' EGIC EGOC H4 CWEIR GCULV VCH ACULV ELTRD WEIRLN
4904.58 4906.27 1.90 0. 3210. 3.203 320.0 4906.70 0.
' 23.200 12.59 4906.19 .00 .00 4906.27 .08 1.90 .00 4895.20
3210.0 596.1 1392.4 1221.5 408.7 434.7 1109.3 320.0 62.4 4895.10
.96 1.46 3.20 1.10 .040 .035 .045 .000 4893.60 957.53
I
.000207 90. 90. 90. 2 0 0 .00 633.09 1590.62
.100
CEHV=
.300
'CCHV=
*SECNO 24.000
24.000
13.00
4906.20
.00
3210.0
739.6
930.9
1539.5
'
.96
1.55
3.39
1.28
.0001-88
30.
30.
30.
. *SECNO 25.000
.00
4906.28
.07
477.5
274.5
1204.4
.040
.032
.040
0
0
0
.01 .00 4894.60
321.3 62.8 4894.70
.000 4893.20 957.02
.00 634.47 1591.50
'
22SEP92
13:59:29
SECNO
DEPTH CWSEL
CRIWS
WSELK
EG
HV
HL
G
CLOB CCH
OROB
ALOB
ACH
ARDS
VOL
TIME
VLOB VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE
XLOBL XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
3470 ENCROACHMENT STATIONS=
951.0
1405.0 TYPE= 1
TARGET=
-951.000
25.000
13.43
4906.23
.00
.00 4906.37
.14
.08 .02
4896.70
3210.0
1900.0
1309.9
.0
753.9 356.1
.0
332.3 65.8
4906.70
.99
2.52
3.68
.00
.040 .032
.000
.000 4892.80
1026.84
' 000358
300
280
340
2 0
0
.00 172.71
1199.55
' *SECNO 26.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .67
' 26.000
12.11
4906.31
.00
.00
4906.58
.27
.17
.04
4909.70
3210.0
.0
1225.1
1984.9
.0
246.2
554.3
339.1
66.9
4898.20
1.01
.00
4.98
3.58
.000
.032
.040
.000
4894.20
1052.02
000799
200.
395.
370.
0
0
0
.00
140.79
1192.81
PAGE 69
' 22SEP92
13:59:29
PAGE 70
THIS RUN EXECUTED
22SEP92
14:01:29
' HEC-2
WATER SURFACE PROFILES
Version
4.6.0; February
1991
NOTE-
ASTERISK
1*1 AT LEFT OF CROSS-SECTION
NUMBER INDICATES MESSAGE IN SUMMARY OF
ERRORS LIST
'
FOSSIL
CREEK --
100 CFS
' SUMMARY
PRINTOUT
TABLE 150
'
SECNO
XLCH ELTRD ELLC
ELMIN
G
CNSEL
CRINS
EG
10*KS
VCH
AREA
.01K
*
2.000
.00
.00
.00
4876.30
100.00
4878.20
4878.20
4878.78
153.66
6.09
16.41
8.07
' *
2.000
.00
.00
.00
4876.30
200.00
4878.88
4878.88
4879.77
144.57
7.56
26.47
16.63
2.000
.00
.00
.00
4876.30
400.00
4881.80
.00
4882.19
23.63
5.07
87.68
82.28
2.000
.00
.00
.00
4876.30
690.00
4883.61
.00
4883.86
11.53
4.53
219.95
203.20
2.000
.00
.00
.00
4876.30
1230.00
4892.57
.00
4892.57
.07
.63
4789.98
4812.62
2.000
.00
.00
.00
4876.30
1680.00
4895.00
.00
4895.00
.03
.46
8362.07
9955.25
2.000
.00
.00
.00
4876.30
2980.00
4895.60
.00
4895.60
.07
.72
9308.50
11549.42
2.000
.00
.00
.00
41176.30
3600,00
4896.20
AD
4896,21
.07
.78
10332.85
13286,80
'
*
3.000
230.00
.00
.00
4876.30
100.00
4879.58
.00
4879.73
17.62
3.02
33.13
23.82
*
3.000
230.00
.00
.00
4876.30
200.00
4880.63
.00
4880.88
21.97
4.02
49.81
42.67
3.000
230.00
.00
.00
4876.30
400.00
4882.34
.00
4882.71
21.12
4.91
85.09
87.04
3.000
230.00
.00
.00
4876.30
690.00
4883.78
.00
4884.25
19.75
5.76
142.54
155.27
3.000
230.00
.00
.00
4876.30
1230.00
4892.57
.00
4892.58
.07
.65
4403.36
4517.58
3.000
230.00
.00
.00
4876.30
1680.00
4895.00
.00
4895.00
.03
.45
7969.49
10035.04
'
3.000
230.00
.00
.00
4876.30
2980.00
4895.60
.00
4895.60
.06
.69
8955.88
11791.91
3.000
230.00
.00
.00
4876.30
3600.00
4896.20
.00
,4896.20
.07
.73
9980.86
13708.47
'
4.000
300.00
.00
.00
4877.10
100.00
4880.21
.00
4880.40
28.15
3.54
28.27
18.85
4.000
300.00
.00
.00
4877.10
200.00
4881.34
.00
4881.62
27.49
4.29
47.12
38.14
4.000
300.00
.00
.00
4877.10
400.00
4883.01
.00
4883.16
11.35
3.61
159.54
118.75
*
4.000
300.00
.00
.00
4877.10
690.00
4884.47
.00
4884.58
6.59
3.22
303.13
268.82
4.000
300.00
.00
.00
4877.10
1230.00
4892.57
.00
4892.58
.06
.54
4387.19
4919.73
4.000
300.00
.00
.00
4877.10
1680.00
4895.00
.00
4895.00
.03
.40
7877.53
10274.85
4.000
300.00
.00
.00
4877.10
2980.00
4895.60
.00
4895.60
.06
.62
8866.38
12010.52
'
4.000
300.00
.00
.00
4877.10
3600.00
4896.20
.00
4896.21
.07
.66
9875.44
13902.63
1
1
1
1
1
1
1
1
1�
1'
1
1
1
22SEP92 13:59:29
PAGE 71
SECNO
XLCH
ELTRD
ELLC
ELMIN
0
CWSEL
CRIWS
EG
10'KS
VCH
AREA
.OIK
5.000
185.00
.00
.00
4878.00
100.00
4880.64
.00
4880.75
12.86
2.61
38.33
27.88
5.000
185.00
.00
.00
4878.00
200.00
4881.82
.00
4881.99
14.37
3.36
59.45
52.77
5.000
185.00
.00
.00
4878.00
400.00
4883.19
.00
4883.40
13.86
4.01
132.67
107.46
5.000
185.00
.00
.00
4878.00
690.00
4884.56
.00
4884.73
9.78
3.88
247.59
220.61
5.000
185.00
.00
.00
4878.00
1230.00
4892.58
.00
4892.58
.11
.70
3466.13
3744.37
5.000
185.00
.00
.00
4878.00
1680.00
4895.00
.00
4895.00
.04
.48
6620.70
8246.79
5.000
185.00
.00
.00
4878.00
2980.00
4895.60
.00
4895.60
.09
.74
7451.56
9707.02
5.000
185.00
.00
.00
4878.00
3600.00
4896.20
.00
4896.21
.10
.79
8294.19
11290.62
6.000
360.00
.00
.00
4878.30
100.00
4881.16
.00
4881.28
16.83
2.80
35.69
24.38
6.000
360.00
.00
.00
4878.30
200.00
4882.35
.00
4882.53
15.39
3.35
59.85
50.98
6.000
360.00
.00
.00
4878.30
400.00
4883.67
.00
4883.94
15.25
4.29
107.17
102.42
6.000
360.00
.00
.00
4878.30
690.00
4884.86
.00
4885.21
14.92
5.04
169.98
178.64
6.000
360.00
.00
.00
4878.30
1230.00
4892.58
.00
4892.58
.19
1.03
2568.40
2848.63
6.000
360.00
.00
.00
4878.30
1680.00
4895.00
.00
4895.00
.08
.76
4691.69
5940.05
6.000
360.00
.00
.00
4878.30
2980.00
4895.60
.00
4895.61
.18
1.18
5269.81
6943.74
6.000
360.00
.00
.00
4878.30
3600.00
4896.20
.00
4896.21
.20
1.26
5857.92
8034.02
7.000
265.00
.00
.06
4878.60
100.00
4881.56
.00
4881.67
12.70
2.65
37.75
28.06
7.000
265.00
.00
.00
4878.60
200.00
4882.74
.00
4882.93
14.56
3.42
58.56
52.42
7.000
265.00
.00
.00
4878.60
400.00
4884.08
.00
4884.42
19.58
4.69
87.06
90.40
7.000
265.00
.00
.00
4878.60
690.00
4885.24
.00
4885.72
21.40
5.78
143.57
149.14
7.000
265.00
.00
.00
4878.60
1230.00
4892.58
.00
4892.59
.48
1.54
1594.76
1773.31
7.000
265.00
.00
.00
4878.60
1680.00
4895.00
.00
4895.01
.17
1.04
3421.74
4051.17
7.000
265.00
.00
.00
4878.60
2980.00
4895.61
.00
4895.62
.37
1.57
3982.83
4882.05
7.000
265.00
.00
.00
4878.60
3600.00
4896.21
.00
4896.22
.38
1.63
4562.95
5809.78
8.000
285.00
.00
.00
4878.40
100.00
4881.88
.00
4881.97
8.93
2.37
42.11
33.47
8.000
285.00
.00
.00
4878.40
200.00
4883.15
.00
4883.30
11.47
3.11
64.23
59.05
8.000
285.00
.00
.00
4878.40
400.00
4884.65
.00
4884.92
15.61
4.16
96.11
101.23
8.000
285.00
.00
.00
4878.40
690.00
4885.87
.00
4886.33
22.60
5.48
125.93
145.13
8.000
285.00
.00
.00
4878.40
1230.00
4892.59
.00
4892.60
.59
1.39
1486.29
1602.84
8.000
285.00
.00
.00
4878.40
1680.00
4895.01
.00
4895.01
.20
.90
3254.17
3743.31
8.000
285.00
.00
.00
4878.40
2980.00
4895.61
.00
4895.63
.43
1.35
3773.87
4522.65
8.000
285.00
.00
.00
4878.40
3600.00
4896.22
.00
4896.23
.45
1.40
4303.36
5384.40
9.000
305.00
.00
.00
4879.10
100.00
4882.14
.00
4882.20
6.25
1.98
50.47
39.99
9.000
305.00
.00
.00
4879.10
200.00
4883.47
.00
4883.56
6.78
2.51
79.71
76.80
9.000
305.00
.00
.00
4879.10
400.00
4885.10
.00
4885.26
7.92
3.28
127.64
142.11
9.000
305.00
.00
.00
4879.10
690.00
4886.53
.00
4886.75.
8.39
3.90
209.41
238.20
9.000
305.00
.00
.00
4879.10
1230.00
4892.59
.00
4892.63
1.09
2.05
814.59
1177.98
9.000
305.00
.00
.00
4879.10
1680.00
4895.01
.00
4895.02
.43
1.47
2228.74
2568.77
9.000
305.00
.00
.00
4879.10
2980.00
4895.61
.00
4895.65
.89
2.19
2692.14
3159.85
9.000
305.00
.00
.00
4879.10
3600.00
4896.22
.00
4896.25
.88
2.24
3180.67
3843.84
-\
22SEP92
13:59:29
PAGE 72
SECNO
XLCH
ELTRD
ELLC
ELMIN
G
CWSEL
CRIWS
EG
10'KS
VCH
AREA
.01K
10.000
360.00
.00
.00
4879.60
100.00
4882.45
.00
4882.59
19.66
3.06
32.65
22.55
10.000
360.00
.00
.00
4879.60
200.00
4883.76
.00
4883.96
16.55
3.64
56.03
49.16
10.000
360.00
.00
.00
4879.60
400.00
4885.39
.00
4885.67
14.23
4.39
104.39
106.05
10.000
360.00
.00
.00
4879.60
690.00
4886.81
.00
4887.16
13.90
5.17
162.70
185.04
10.000
360.00
.00
.00
4879.60
1230.00
4892.60
.00
4892.70
2.05
3.09
608.42
858.78
10.000
360.00
.00
.00
4879.60
1680.00
4895.01
.00
4895.05
.86
2.26
1565.95
1812.66
10.000
360.00
.00
.00
4879.60
2980.00
4895.63
.00
4895.70
1.77
3.34
1922.69
2239.39
10.000
360.00
.00
.00
4879.60
3600.00
4896.23
.00
4896.30
1.74
3.40
2297.24
2730.56
11.000
495.00
.00
.00
4880.30
100.00
4883.49
.00
4883.69
24.30
3.56
28.11
20.29
11.000
495.00
.00
.00
4880.30
200.00
4884.77
.00
4885.07
30.15
4.40
45.41
36.42
11.000
495.00
.00
.00
4880.30
400.00
4886.22
.00
4886.71
32.05
5.64
76.11
70.65
11.000
495.00
.00
.00
4880.30
690.00
4887.53
.00
4887.80
17.20
4.97
233.04
166.37
11.000
495.00
.00
.00
4880.30
1230.00
4892.72
.00
4892.74
.68
1.56
1160.18
1486.54
11.000
495.00
.00
.00
4880.30
1680.00
4895.05
.00
4895.06
.38
1.32
2011.36
2724.76
11.000
495.00
.00
.00
4880.30
2980.00
4895.70
.00
4895.73
.84
2.04
2440.05
3246.67
11.000
495.00
.00
.00
4880.30
3600.00
4896.30
.00
4896.33
.89
2.15
2883.93
3821.87
11.100
110.00
.00
.00
4882.10
100.00
4883.73
4883.73
4884.37
151.38
6.43
15.56
8.13
11.100
110.00
.00
.00
4882.10
200.00
4885.08
.00
4885.60
63.21
5.77
34.67
25.16
11.100
110.00
.00
.00
4882.10
400.00
4886.50
.00
4887.18
43.65
6.71
64.77
60.54
11.100
110.00
.00
.00
4882.10
690.00
4887.22
4887.03
4888.41
62.77
9.10
88.27
87.09
11.100
110.00
.00
.00
4882.10
1230.00
4892.65
.00
4892.79
3.71
3.81
500.59
638.68
11.100
110.00
.00
.00
4882.10
1680.00
4895.02
.00
4895.09
1.77
3.04
963.09
1263.37
11.100
110.00
.00
.00
4882.10
2980.00
4895.63
.00
4895.79
3.92
4.68
1161.60
1505.89
11.100
110.00
.00
.00
4882.10
3600.00
4896.23
.00
4896.39
4.01
4.88
1410.06
1796.85
12.000
65.00
.00
.00
4880.40
100.00
4884.50
.00
4884.60
10.20
2.43
41.23
31.32
12.000
65.00
.00
.00
4880.40
200.00
4885.63
.00
4885.79
12.54
3.24
63.42.
56.47
12.000
65.00
.00
.00
4880.40
400.00
4887.12
.00
4887.35
12.26
4.05
116.82
:114.24
12.000
65.00
.00
.00
4880.40
690.00
4888.33
.00
4888.64
13.23
4.88
179.32
189.67
12.000
65.00
.00
.00
4880.40
1230.00
4892.70
.00
4892.80
2.75
3.20
555.24
742.35
12.000
65.00
.00
.00
4880.40
1680.00
4895.03
.00
4895.10
1.50
2.71
1003.69
1370.58
12.000
65.00
.00
.00
4880.40
2980.00
4895.66
.00
4895.80
3.37
4.19
1208.18
1623.88
12.000
65.00
.00
.00
4880.40
3600.00
4896.26
.00
4896:40
3.54
4.42
1452.07
1914.02
13.000
350.00
.00
.00
4882.40
100.00
4884.94
.00
4885.05
16.41
2.62
38.18
24.69
13.000
350.00
.00
.00
4882.40
200.00
4886.10
.00
4886.25
13.53
3.04
65.88
54.37
13.000
350.00
.00
.00
4882.40
400.00
4887.56
.00
4887.72
9.51
3.36
146.84
129.74
13.000
350.00
.00
.00
4882.40
690.00
4888.80
.00
4888.97
7.80
3.66
250.97
247.06
13.000
350.00
.00
.00
4882.40
1230.00
4892.81
.00
4892.86
1.44
2.32
779.34
1024.98
13.000
350.00
.00
.00
4882.40
1680.00
4895.09
.00
4895.13
.79
2.00
1324.80
1884.51
13.000
350.00
.00
.00
4882.40
2980.00
4895.79
A
4895.87
1.79
3.12
1523.82
2229.87
13.000
350.00
.00
.00
4882.40
3600.00
4896.38
.00
4896.47
1.98
3.39
1705.86
2556.38
22SEP92 13:59:29
PAGE 73
SECNO
XLCH
ELTRD
ELLC
ELMIN
G
CYSEL
CRINS
EG
10*KS
VCH
AREA
.01K
13.100
225.00
.00
.00
4882.70
100.00
4885.30
.00
4885.46
18.90
3.17
31.82
23.00
13.100
225.00
.00
.00
4882.70
200.00
4886.38
.00
4886.64
20.12
4.18
52.22
44.58
13.100
225.00
.00
.00
4882.70
400.00
4887.68
.00
4888.09
22.80
5.49
86.11
83.76
13.100
225.00
.00
.00
4882.70
690.00
4888.74
.00
4889.38
28.46
7.02
122.25
129.33
13.100
225.00
.00
.00
4882.70
1230.00
4892.71
.00
4892.98
7.58
5.11
342.17
446.77
13.100
225.00
.00
.00
4882.70
1680.00
4895.02
.00
4895.19
4.32
4.44
582.66
807.96
13.100
225.00
.00
.00
4882.70
2980.00
4895.60
.00
4896.03
10.16
7.02
669.22
934.89
13.100
225.00
.00
.00
4882.70
3600.00
4896.18
.00
4896.65
11.17
7.58
768.18
1077.02
14.000
85.00
.00
.00
4881.80
100.00
4885.49
.00
4885.56
7.16
2.12
47.21
37.38
14.000
85.00
.00
.00
4881.80
200.00
4886.64
.00
4886.77
9.24
2.88
69.47
65.81
14.000
85.00
.00
.00
4881.80
400.00
4888.00
.00
4888.25
14.26
4.06
98.55
105.93
14.000
85.00
.00
.00
4881.80
690.00
4889.12
.00
4889.59
20.50
5.49
129.38
152.39
14.000
85.00
.00
.00
4881.80
1230.00
4892.74
.00
4893.05
9.20
4.82
313.05
405.47
14.000
85.00
.00
.00
4881.80
1680.00
4895.05
.00
4895.23
4.68
4.05
618.08
776.78
14.000
85.00
.00
.00
4881.80
2980.00
4895.72
.00
4896.11
9.67
6.07
766.74
958.35
14.000
85.00
.00
.00
4881.80
3600.00
4896.35
.00
4896.73
9.63
6.28
923.00
1160.08
15.000
385.00
.00
.00
4883.00
100.00
4885.82
.00
4885.90
10.77
2.24
44.65
30.48
15.000
385.00
.00
.00
4883.00
200.00
4887.02
.00
4887.14
9.98
2.73
73.20
63.31
15.000
385.00
.00
.00
4883.00
400.00
4888.54
.00
4888.72
10.38
3.46
125.99
124.16
15.000
385.00
.00
.00
4883.00
690.00
4889.89
.00
4890.11
9.41
3.96
214.35
224.92
15.000
385.00
.00
.00
4883.00
1230.00
4893.13
.00
4893.25
3.41
3.24
517.91
665.82
15.000
385.00
.00
.00
4883.00
1680.00
4895.24
.00
4895.33
2.12
2.94
803.21
1155.11
15.000
385.00
.00
.00
4883.00
2980.00
4896.11
.00
4896.31
4.44
4.49
949.05
1414.30
15.000
385.00
.00
.00
4883.00
3600.00
4896.71
.00
4896.94
4.95
4.90
1059.64
1617.63
16.000
335.00
.00
.00
4883.80
100.00
4886.39
.00
4886.67
60.52
4.22
23.72
12.85
16.000
335.00
.00
.00
4883.80
200.00
4887.47
.00
4887.79
39.69
4.61
44.57
31.75
16.000
335.00
.00
.00
4883.80
400.00
4888.97,
.00
4889.26
23.84
4.68
106.21
81.92
16.000
335.00
.00
.00
4883.80
690.00
4890.27
.00
4890.49
15.26
4.42
202.14
176.63
16.000
335.00
.00
.00
4883.80
1230.00
4893.25
.00
4893.37
4.59
3.15
466.33
574.33
16.000
335.00
.00
.00
4883.80
1680.00
4895.32
.00
4895.40
2.39
2.69
857.04
1085.88
16.000
335.00
.00
.00
4883.80
2980.00
4896.29
.00
4896.43
4.16
3.78
1146.58
1461.79
16.000
335.00
.00
.00
4883.80
3600.00
4896.93
.00
4897:07
4.10
3.91
1412.66
1777.54
17.000
405.00
.00
.00
4883.70
100.00
4887.01.
.00
4887.05
3.37
1.53
65.53
54.44
17.000
405.00
.00
.00
4883.70
200.00
4888.18
.00
4888.25
4.80
2.14
93.52
91.28
17.000
405.00
.00
.00
4883.70
400.00
4889.59
.00
4889.74
7.24
3.04
134.28
148.68
17.000
405.00
.00
.00
4883.70
690.00
4890.69
.00
4890.89
9.11
3.83
230.06
228.56
17.000
405.00
.00
.00
4883.70
1230.00
4893.38
.00
4893.48
3.45
2.89
559.75
662.01
17.000
405.00
.00
.00
4883.70
1680.00
4895.39
.00
4895.45
2.01
2.47
917.51
1184.58
17.000
405.00
.00
.00
4883.70
2980.00
4896.42
.00
4896.52
3.42
3.38
1284.35
1610.25
17.000
405.00
.00
.00
4883.70
3600.00
4897.06
.00
4897.16
3.34
3.43
1567.28
1968.43
I *
1 *
*
22SEP92
13:59:29
PAGE 74
SECNO
XLCH
ELTRD
ELLC
ELMIN
0
CWSEL
CRIWS
EG
10*KS
VCH
AREA
.01K
17.100
245.00
.00
.00
4886.10
100.00
4887.16
4887.16
4887.70
185.05
5.87
17.02
7.35
17.100
245.00
.00
.00
4886.10
200.00
4888.13
.00
4888.72
98.38
6.16
32.48
20.16
17.100
245.00
.00
.00
4886.10
400.00
4889.54
.00
4890.36
80.67
7.26
55.07
44.53
17.100
245.00
.00
.00
4886.10
690.00
4890.60
4890.60
4891.74
85.22
8.87
90.58
74.74
17.100
245.00
.00
.00
4886.10
1230.00
4893.34
.00
4893.70
19.31
5.80
290.33
279.93
17.100
245.00
.00
.00
4886.10
1680.00
4895.38
.00
4895.55
7.55
4.28
544.70
611.37
17.100
245.00
.00
.00
4886.10
2980.00
4896.37
.00
4896.70
12.61
5.91
690.93
839.08
17.100
245.00
.00
.00
4886.10
3600.00
4896.97
.00
4897.34
12.93
6.22
787.34
1001.20
18.000
175.00
.00
.00
4885.10
100.00
4888.28
.00
4888.37
14.83
2.48
40.36
25.96
18.000
175.00
.00
.00
4885.10
200.00
4889.18
.00
4889.35
16.79
3.27
61.23
48.80
18.000
175.00
.00
.00
4885.10
400.00
4890.68
.00
4890.93
14.92
3.99
105.30
103.55
18.000
175.00
.00
.00
4885.10
690.00
4892.01
.00
4892.34
15.28
4.74
161.45
176.53
18.000
175.00
.00
.00
4885.10
1230.00
4893.55
.00
4894.03
17.94
5.91
236.25
290.42
18.000
175.00
.00
.00
4885.10
1680.00
4895.37
.00
4895.78
13.14
5.57
348.74
463.45
18.000
175.00
.00
.00
4885.10
2980.00
4896.26
.00
4897.13
26.15
8.29
434.03
582.73
18.000
175.00
.00
.00
4885.10
3600.00
4896.82
.00
4897.81
28.54
8.93
497.01
673.88
19.000
452.00
.00
.00
4887.20
100.00
4889.36
.00
4889.66
64.25
4.35
23.00
12.48
19.000
452.00
.00
.00
4887.20
200.00
4890.27
.00
4890.68
55.02
5.18
38.64
26.96
19.000
452.00
.00
.00
4887.20
400.00
4891.55
.00
4892.14
48.92
6.23
66.32
57.19
19.000
452.00
.00
.00
4887.20
690.00
4892.81
.00
4893.55
46.78
7.08
104.88
100.88
19.000
452.00
.00
.00
4887.20
1230.00
4894.41
.00
4895.23
39.94
7.79
187.45
194.64
19.000
452.00
.00
.00
4887.20
1680.00
4895.94
.00
4896.57
25.34
7.04
288.95
333.71
19.000
452.00
.00
.00
4887.20
2980.00
4897.35
.00
4898.37
34.40
9.12
395.73
508.11
19.000
452.00
.00
.00
4887.20
3600.00
4897.95
.00
4899.12
35.84
9.82
448.74
601.36
20.000
395.00
.00
.00
4888.20
100.00
4890.89
.00
4891.01
20.93
2.87
34.87
21.86
20.000
395.00
.00
.00
4888.20
200.00
4891.82
.00
4892.03
22.66
3.72
58.26
42.02
20.000
395.00
.00
.00
4888.20
400.00
4893.11
.00
4893.36
20.50
4.37
112.54
88.35
20.000
395.00
.00
.00
4888.20
690.00
4894.37
.00
4894.64
17.37
4.68
181.13
165.55
20.000
395.00
.00
.00
4888.20
1230.00
4895.90
.00
4896.26
17.75
5.40
271.79
291.93
20.000
395.00
.00
.00
4888.20
1680.00
4896.98
.00
4897.38
17.55
5.78
340.23
400.99
20.000
395.00
.00
.00
4888.20
2980.00
4898.77
.00
4899.44
22.44
7.41
468.82
629.09
20.000
395.00
.00
.00
4888.20
3600.00
4899.46
.00
4900.25
23.83
8.02
529.07
737.53
21.000
327.00
.00
.00
4888.90
100.00
4891.55
.00
4891.67
19.42
2.82
35.61
22.69
21.000
327.00
.00
.00
4888.90
200.00
4892.54
.00
4892.75
21.40
3.66
56.77
43.23
21.000
327.00
.00
.00
4888.90
400.00
4893.77
.00
4894.11
25.18
4.79
89.06
79.71
21.000
327.00
.00
.00
4888.90
690.00
4894.90
.00
4895.42
30.10
6.00
126.40
125.77
21.000
327.00
.00
.00
4888.90
1230.00
4896.37
.00
4897.04
30.16
7.20
207.95
223.98
21.000
327.00
.00
.00
4888.90
1680.00
4897.41
.00
4898.12
27.28
7.60
283.28
321.67
21.000
327.00
.00
.00
4888.90
2980.00
4899.38
.00
4900.16
25.17
8.57
494.24
594.03
21.000
327.00
.00
.00
4888.90
3600.00
4900.16
.00
4900.92
23.36
8.72
601.48
744.78
22SEP92
13:59:29
PAGE 75
SECNO
XLCH
ELTRD
ELLC
ELKIN
0
CWSEL
CRIYS
EG
10*KS
VCH
AREA
.01K
22.000
530.00
.00
.00
4889.40
100.00
4892.41
.00
4892.50
12.77
2.40
41.61
27.98
22.000
530.00
.00
.00
4889.40
200.00
4893.54
.00
4893.68
14.82
3.09
64.71
51.95
22.000
530.00
.00
.00
4889.40
400.00
4894.90
.00
4895.13
15.81
3.95
114.81
100.60
22.000
530.00
.00
.00
4889.40
690.00
4896.19
.00
4896.45
14.88
4.45
185.37
178.89
22.000
530.00
.00
.00
4889.40
1230.00
4897.72
.00
4898.06
15.63
5.22
286.45
311.15
22.000
530.00
.00
.00
4889.40
1680.00
4898.69
.00
4899.08
16.07
5.66
359.92
419.03
22.000
530.00
.00
.00
4889.40
2980.00
4900.55
.00
4901.11
19.17
6.87
520.52
680.68
22.000
530.00
.00
.00
4889.40
3600.00
4901.22
.00
4901.85
20.53
7.34
590.58
794.53
23.000
397.00
.00
.00
4892.10
100.00
4893.38
4893.36
4893.91
187.17
5.83
17.17
7.31
23.000
397.00
.00
.00
4892.10
200.00
4894.46
.00
4894.94
80.88
5.56
35.99
22.24
23.000
397.00
.00
.00
4892.10
400.00
4895.73
.00
4896.34
63.03
6.29
64.82
50.38
23.000
397.00
.00
.00
4892.10
690.00
4896.75
.00
4897.59
59.69
7.54
101.05
89.31
23.000
397.00
.00
.00
4892.10
1230.00
4898.07
.00
4899.24
59.50
9.19
156.49
159.46
23.000
397.00
.00
.00
4892.10
1680.00
4898.87
.00
4900.32
62.44
10.37
194.36
212.61
23.000
397.00
.00
.00
4892.10
2980.00
4900.35
4900.33
4902.71
79.26
13.57
273.98
334.72
23.000
397.00
.00
.00
4892.10
3600.00
4901.04
4901.04
4903.65
79.91
14.44
314.22
402.71
23.100
55.00
.00
.00
4893.10
103.00
4894.29
.00
4894.39
32.95
2.60
39.65
17.94
23.100
55.00
.00
.00
4893.10
206.00
4895.11
.00
4895.25
22.07
2.95
69.87
43.85
23.100
55.00
.00
.00
4893.10
412.00
4896.45
.00
4896.62
15.50
3.35
123.10
104.64
23.100
55.00
.00
.00
4893.10
710.00
4897.65
.00
4897.91
14.88
4.11
175.22
184.09
23.100
55.00
.00
.00
4893.10
1180.00
4899.26
.00
4899.62
13.43
4.85
252.90
321.95
23.100
55.00
.00
.00
4893.10
1570.00
4900.32
.00
4900.76
13.27
5.39
308.16
430.92
23.100
55.00
.00
.00
4893.10
2710.00
4902.72
.00
4903.37
13.47
6.64
449.77
738.43
23.100
55.00
.00
.00
4893.10
3210.00
4903.65
.00
4904.37
13.28
7.03
512.79
880.81
23.200
90.00
4906.70
4903.60
4893.60
103.00
4894.64
.00
4894.78
51.44
3.01
34.24
14.36
23.200
90.00
4906.70
4903.60
4893.60
206.00
4895.34
.00
4895.54
36.18
3.52
58.77
34.25
23.200
90.00
4906.70
4903.60
4893.60
412.00
4896.71
.00
4896.92
18.76
3.76
117.41
95.12
23.200
90.00
4906.70
4903.60
4893.60
710.00
4897.73
.00
4898.04
19.19
4.61
173.47
162.06
23.200
90.00
4906.70
4903.60
4893.60
1180.00
4899.46
.00
4899.78
13.71
4.93
289.55
318.74
23.200
90.00
4906.70
4903.60
4893.60
1570.00
4900.72
.00
4901.03
10.70
4.96
401.03
480.01
23.200
90.00
4906.70
4903.60
4893.60
2710.00
4903.92
.00
4904.16
5.71
4.66
807.69
1133.79
23.200
90.00
4906.70
4903.60
4893.60
3210.00
4906.19
.00
4906.27
2.07
3.20
1952.80
2229.57
24.000
30.00
.00
.00
4893.20
109.00
4894.73
.00
4894.95
47.32
3.79
28.87
15.84
24.000
30.00
.00
.00
4893.20
217.00
4895.35
.00
4895.71
48.60
4.94
48.23
31.13
24.000
30.00
.00
.00
4893.20
435.00
4896.69
.00
4897.02
24.72
4.99
105.91
87.49
24.000
30.00
.00
.00
4893.20
750.00
4897.71
.00
4898.15
24.22
5.91
161.37
152.40
24.000
30.00
.00
.00
4893.20
1210.00
4899.46
.00.
4899.84
15.07
5.84
279.01
311.73
24.000
30.00
.00
.00
4893.20
1570.00
4900.74
.00
4901.07
10.67
5.59
393.21
480.60
24.000
30.00
.00
.00
4893.20
2710.00
4903.94
.00
4904.18
5.42
5.06
801.64
1164.26
24.000
30.00
.00
.00
4893.20
3210.00
4906.20
.00
4906.28
1.88
3.39
1956.47
2343.45
22SEP92 13:59:29
SECNO
XLCH
ELTRD
ELLC
ELMIN
0
CYSEL
CRINS
EG
10*KS
25.000
280.00
.00
.00
4892.80
109.00
4895.55
.00
4895.65
14.87
25.000
280.00
.00
.00
4892.80
217.00
4896.35
.00
4896.51
17.96
25.000
280.00
.00
.00
4892.80
435.00
4897.38
.00
4897.68
22.05
25.000
280.00
.00
.00
4892.80
750.00
4898.41
.00
4898.83
23.49
25.000
280.00
.00
.00
4892.80
1210.00
4899.96
.00
4900.29
15.06
25.000
280.00
.00
.00
4892.80
1570.00
4901.12
.00
4901.39
10.91
25.000
280.00
.00
.00
4892.80
2710.00
4904.13
.00
4904.35
6.33
25.000
280.00
.00
.00
4892.80
3210.00
4906.23
.00
4906.37
3.58
26.000
395.00
.00
.00
4894.20
109.00
4896.35
.00
4896.55
36.26
26.000
395.00
.00
.00
4894.20
217.00
- 4897.22
.00
4897.56
37.64
26.000
395.00
.00
.00
4894.20
435.00
4898.37
.00
4898.97
45.09
26.000
395.00
.00
.00
4894.20
750.00
4899.40
4898.83
4900.19
48.08
26.000
395.00
.00
.00
4894.20
1210.00
4900.54
.00
4901.23
38.67
26.000
395.00
.00
.00
4894.20
1570.00
4901.50
.00
4902.07
28.60
26.000
395.00
.00
.00
4894.20
2710.00
4904.31
.00
4904.72
14.67
26.000
395.00
.00
.00
4894.20
3210.00
4906.31
.00
4906.58
7.99
PAGE 76
VCH AREA .01K
2.43 44.83 28.27
3.28 66.24 51.21
4.47 102.47 92.64
5.42 167.38 154.76
5.17 307.74 311.84
4.85 420.55 475.29
4.45 774.86 1077.30
3.68 1110.00 1696.97
3.63 30.06 18.10
4.65 46.62 35.37
6.23 70.55 64.78
7.46 126.90 108.16
7.58 215.51 194.59
7.10 295.19 293.58
6.13 554.02 707.56
4.98 800.44 1135.58
1
' 22SEP92 13:59:29
FOSSIL CREEK -- 100 CIS
SUMMARY PRINTOUT TABLE 150
SECNO
G
CWSEL
DIFWSP
DIFWSX
DIFKSS
TOPWID
XLCH
*
2.000
100.00
41178.20
.00
.00
1.00
14.211
.00
' *
2.000
200.00
4878.88
.68
.00
.78
15.35
.00
2.000
400.00
4881.80
2.92
.00
.00
64.92
.00
2.000
690.00
4883.61
1.81
.00
.01
81.04
.00
2.000
1230.00
4892.57
8.96
.00
-.03
1401.65
.00
2.000
1680.00
4895.00
2.43
.00
.00
1509.00
.00
2.000
2980.00
4895.60
.60
.00
.00
1645.22
.00
'
2.000
3600.00
4896.20
.60
.00
.00
1743.41
.00
*
3.000
100.00
4879.58
.00
1.38
.00
15.16
230.00
*
3.000
200.00
4880.63
1.04
1.75
.00
16.81
230.00
'
3.000
400.00
4882.34
1.71
.54
.00
30.54
230.00
3 000
690 00
4883 78
1 45
17
.00
48.88
230.00
1
1
1
1
3.000
1230.00
4892.57
8.79
.00
.00
1367.48
230.00
3.000
1680.00
4895.00
2.43
.00
.00
1606.06
230.00
3.000
2980.00
4895.60
.60
.00
.00
1676.02
230.00
3.000
3600.00
4896.20
.60
.00
.00
1728.53
230.00
4.000
100.00
4880.21
.00
.62
.00
14.85
300.00
4.000
200.00
4881.34
1.13
.71
.00
25.50
300.00
4.000
400.00
4883.01
1.67
.67
.00
90.74
300.00
4.000
690.00
4884.47
1.46
.69
.00
105.71
300.00
4.000
1230.00
4892.57
8.10
.00
.00
1278.14
300.00
4.000
1680.00
4895.00
2.43
.00
.00
1626.06
300.00
4.000
2980.00
4895.60
.60
.00
.00
1661.55
300.00
4.000
3600.00
4896.20
.60
.00
.00
1702.06
300.00
5.000
100.00
4880.64
.00
.44
.00
17.11
185.00
5.000
200.00
4881.82
1.17
.48
.00
18.83
185.00
5.000
400.00
4883.19
1.37
.18
.00
78.27
185.00
5.000
690.00
4884.56
1.38
.09
.00
88.71
185.00
5.000
1230.00
4892.58
8.01
.00
.00
1149.40
185.00
5.000
1680.00
4895.00
2.43
.00
.00
1370.05
185.00
5.000
2980.00
4895.60
.60
.00
.00
1392.31
185.00
5.000
3600.00
4896.20
.60
.00
.00
1412.09
185.00
6.000
100.00
4881.16
.00
.52
.00
18.37
360.00
6.000
200.00
4882.35
1.19
.54
.00
23.48
360.00
6.000
400.00
4883.67
1.32
.48
.00
49.56
360.00
6.000
690.00
4884.86
1.20
.30
.00
55.29
360.00
6.000
1230.00
4892.58
7.71
.00
.00
745.68
360.00
6.000
1680.00
4895.00
2.42
.00
.00
951.07
360.00
6.000
2980.00
4895.60
.60
.00
.00
969.44
360.00
6.000
3600.00
4896.20
.60
.00
.00
986.74
360.00
PAGE 77
22SEP92 13:59:29
SECNO
G
CWSEL
DIFWSP
DIFWSX
DIFKWS
TOPWID
XLCH
7.000
100.00
4881.56
.00
.40
.00
16.43
265.00
7.000
200.00
4882.74
1.19
.39
.00
18.61
265.00
7.000
400.00
4884.08
1.33
.41
.00
32.33
265.00
7.000
690.00
4885.24
1.16
.38
.00
56.56
265.00
7.000
1230.00
4892.58
7.34
.00
.00
541.34
265.00
7.000
1680.00
4895.00
2.43
.00
.00
912.20
265.00
7.000
2980.00
4895.61
.60
.00
.00
947.20
265.00
7.000
3600.00
4896.21
.60
.00
.00
.980.42
265.00
8.000
100.00
4881.88
.00
.32
.00
15.89
285.00
8.000
200.00
4883.15
1.26
.40
.00
19.17
285.00
8.000
400.00
4884.65
1.51
.58
.00
23.09
285.00
8.000
690.00
4885.87
1.21
.63
.00
26.23
285.00
8.000
1230.00
4892.59
6.72
.01
.00
466.55
285.00
8.000
1680.00
4895.01
2.42
.00
.00
845.66
285.00
8.000
2980.00
4895.61
.61
.01
.00
868.23
285.00
8.000
3600.00
4896.22
.60
.01
.00
890.86
285.00
9.000
100.00
4882.14
.00
.25
.00
20.51
305.00
9.000
200.00
4883.47
1.33
.32
.00
23.52
305.00
9.000
400.00
4885.10
1.63
.44
.00
43.81
305.00
9.000
690.00
4886.53
1."
.67
.00
63.20
305.00
9.000
1230.00
4892.59
6.65
.00
.00
193.19
305.00
9.000
1680.00
4895.01
2.42
.00
.00
744.24
305.00
9.000
2980.00
4895.61
.61
.00
.00
783.00
305.00
9.000
3600.00
4896.22
.60
.00
.00
827.35
305.00
10.000
100.00
4882.45
.00
.31
.00
16.05
360.00
10.000
200.00
4883.76
1.31
.29
.00
21.51
360.00
10.000
400.00
4885.39
1.63
.29
.00
37.69
360.00
10.000
690.00
4886.81
1.42
.27
.00
44.36
360.00
10.000
1230.00
4892.60
5.79
.01
.00
186.29
360.00
10.000
1680.00
4895.01
2.41
.01
.00
557.58
360.00
10.000
2980.00
4895.63
.61
.01
.00
599.64
360.00
10.000
3600.00
4896.23
.60
.01
.00
644.79
360.00
11.000
100.00
4883.49
.00
1.04
.00
11.27
495.00
11.000
200.00
4884.77
1.28
1.01
.00
15.47
495.00
11.000
400.00
4886.22
1.46
.83
.00
52.09
495.00
11.000
690.00
4887.53
1.30
.72
.00
153.00
495.00
11.000
1230.00
4892.72
5.19
.11
.00
263.28
495.00
11.000
1680.00
4895.05
2.33
.04
.00
601.01
495.00
11.000
2980.00
4895.70
.65
.07
.00
701.62
495.00
11.000
3600.00
4896.30
.60
.07
.00
766.95
495.00
PAGE 78
3
22SEP92 13:59:29
SECNO
G
CWSEL
DIFWSP
DIFWSX
DIFKWS
TOPWID
XLCH
11.100
100.00
4883.73
.00
.24
.00
12.06
110.00
11.100
200.00
4885.08
1.35
.31
.00
16.49
110.00
11.100
400.00
4886.50
1.42
.28
.00
27.96
110.00
11.100
690.00
4887.22
.72
-.31
.00
36.69
110.00
11.100
1230.00
4892.65
5.43
-.07
.00
145.44
110.00
11.100
1680.00
4895.02
2.37
-.03
.00
278.61
110.00
11.100
2980.00
4895.63
.61
-.07
.00
371.87
110.00
11.100
3600.00
4896.23
.60
-.07
.00
449.78
110.00
12.000
100.00
4884.50
.00
.77
.00
16.81
65.00
12.000
200.00
4885.63
1.12
.55
.00
25.09
65.00
12.000
400.00
4887.12
1.49
.62
.00
45.78
65.00
12.000
690.00
4888.33
1.21
1.11
.00
58.00
65.00
12.000
1230.00
4892.70
4.37
.05
.00
145.81
65.00
12.000
1680.00
4895.03
2.33
.02
.00
274.67
65.00
12.000
2980.00
4895.66
.63
.04
.00
369.13
65.00
12.000
3600.00
4896.26
.60
.03
.00
442.58
65.00
13.000
100.00
4884.94
.00
.44
.00
22.05
350.00
13.000
200.00
4886.10
1.16
.48
.00
26.03
350.00
13.000
400.00
4887.56
1.46
.44
.00
74.26
350.00
13.000
690.00
4888.80
1.24
.47
.00
99.22
350.00
13.000
1230.00
4892.81
4.01
.11
.00
199.66
350.00
13.000
1680.00
4895.09
2.28
.06
.00
275.83
350.00
13.000
2980.00
4895.79
.70
.13
.00
296.23
350.00
13.000
3600.00
4896.38
.59
.12
.00
321.97
350.00
13.100
100.00
4885.30
.00
.36
.00
15.11
225.00
13.100
200.00
4886.38
1.08
.28
.00
22.30
225.00
13.100
400.00
4887.68
1.29
.12
.00
30.07
225.00
13.100
690.00
4888.74
1.07
-.06
.00
37.98
225.00
13.100
1230.00
4892.71
3.96
-.10
.00
81.78
225.00
13.100
1680.00
4895.02
2.31
-.07
.00
134.84
225.00
13.100
2980.00
4895.60
.59
-.18
.00
160.62
225.00
13.100
3600.00
4896.18
.57
-.20
.00
184.03
225.00
14.000
100.00
4885.49
.00
.19
.00
18.72
85.00
14.000
200.00
4886.64
1.15
.26
.00
19.98
85.00
14.000
400.00
4888.00
1.36
.32
.00
22.78
85.00
14.000
690.00
4889.12
1.12
.38
.00
32.94
85.00
14.000
1230.00
4892.74
3.62
.03
.00
68.50
85.00
14.000
1680.00
4895.05
2.31
.03
.00
201.89
85.00
14.000
2980.00
4895.72
.67
.11
.00
235.22
85.00
14.000
3600.00
4896.35
.63
.17
.00
261.10
85.00
PAGE 79
22SEP92 13:59:29
SECNO
G
CWSEL
DIFWSP
DIFWSX
DIFWSS
TOPWID
XLCH
15.000
100.00
4885.82
.00
.33
.00
22.30
385.00
15.000
200.00
4887.02
1.21
.38
.00
24.79
385.00
15.000
400.00
4888.54
1.52
.54
.00
55.49
385.00
15.000
690.00
4889.89
1.35
.77
.00
74.29
385.00
15.000
1230.00
4893.13
3.24
.39
.00
115.18
385.00
15.000
1680.00
4895.24
2.11
.20
.00
157.64
385.00
15.000
2980.00
4896.11
.87
.39
.00
177.64
385.00
15.000
3600.00
4896.71
.60
.36
.00
192.13
385.00
16.000
100.00
4886.39
.00
.58
.00
16.12
335.00
16.000
200.00
4887.47
1.08
.45
.00
_ . 22.13
335.00
16.000
400.00
4888.97
1.50
.42
.00
63.20
335.00
16.000
690.00
4890.27
1.30
.37
.00
80.16
335.00
16.000
1230.00
4893.25
2.99
.12
.00
98.49
335.00
16.000
1680.00
4895.32
2.07
.07
.00
256.98
335.00
16.000
2980.00
4896.29
.98
.18
.00
336.93
335.00
16.000
3600.00
4896.93
.64
.22
.00
507.94
335.00
17.000
100.00
4887.01
.00
.62
.00
23.11
405.00
17.000
200.00
4888.18
1.16
.71
.00
25.16
405.00
17.000
400.00
4889.59
1.42
.63
.00
48.76
405.00
17.000
690.00
4890.69
1.69
.42
.00
115.72
405.00
17.000
1230.00
4893.38
2.70
.13
.00
128.74
405.00
17.000
1680.00
4895.39
2.01
.07
.00
289.75
405.00
17.000
2980.00
4896.42
1.03
.13
.00
419.24
405.00
17.000
3600.00
4897.06
.64
.12
.00
471.50
405.00
17.100
100.00
4887.16
.00
.15
.00
16.00
245.00
17.100
200.00
4888.13
.96
-.05
.00
16.00
245.00
17.100
400.00
4889.54
1.41
-.05
.00
16.00
245.00
17.100
690.00
4890.60
1.06
-.08
.00
46.96
245.00
17.100
1230.00
4893.34
2.74
-.05
.00
102.46
245.00
17.100
1680.00
4895.38
2.04
-.01
.00
141.18
245.00
17.100
2980.00
4896.37
.99
-.05
.00
154.17
245.00
17.100
3600.00
4896.97
.61
-.08
.00
163.54
245.00
18.000
100.00
4888.28 .
.00
1.12
.00
22.51
175.00
18.000
200.00
4889.18
.90
1.05
.00
24.05
175.00
18.000
400.00
4890.68
1.50
1.14
.00
36.97
175.00
18.000
690.00
4892.01
1.33
1.41
.00
45.34
175.00
18.000
1230.00
4893.55
1.54
.21
.00
51.96
175.00
18.000
1680.00
4895.37
1.81
-.01
.00
81.67
175.00
18.000
2980.00
4896.26
.90
-.11
.00
108.02
175.00
18.000
3600.00
4896.82
.56
-.15
.00
114.40
175.00
PAGE 80
22SEP92 13:59:29
SECNO
0
CWSEL
DIFWSP
DIFWSX
DIFWWS
TOPWID
XLCH
19.000
100.00
4889.36
.00
1.08
.00
16.36
452.00
19.000
200.00
4890.27
.90
1.08
.00
18.55
452.00
19.000
400.00
4891.55
1.28
.87
.00
25.34
452.00
19.000
690.00
4892.81
1.26
.80
.00
35.45
452.00
19.000
1230.00
4894.41
1.59
.85
.00
62.00
452.00
19.000
1680.00
4895.94
1.53
.57
.00
70.36
452.00
19.000
2980.00
4897.35
1.41
1.09
.00
83.51
452.00
19.000
3600.00
4897.95
.61
1.13
.00
92.60
452.00
20.000
100.00
4890.89
.00
1.52
.00
17.83
395.00
20.000
200.00
4891.82
.94
1.56
.00
- 32.41
395.00
20.000
400.00
4893.11
1.28
1.56
.00
51.95
395.00
20.000
690.00
4894.37
1.27
1.56
.00
56.40
395.00
20.000
1230.00
4895.90
1.53
1.50
.00
61.79
395.00
20.000
1680.00
4896.98
1.07
1.04
.00
65.57
395.00
20.000
2980.00
4898.77
1.79
1.42
.00
81.67
395.00
20.000
3600.00
4899.46
.70
1.51
.00
94.40
395.00
21.000
100.00
4891.55
.00
.66
.00
18.47
327.00
21.000
200.00
4892.54
.99
.72
.00
23.74
327.00
21.000
400.00
4893.77
1.23
.67
.00
28.66
327.00
21.000
690.00
4894.90
1.13
.53
.00
49.35
327.00
21.000
1230.00
4896.37
1.46
.46
.00
61.84
327.00
21.000
1680.00
4897.41
1.05
.43
.00
84.26
327.00
21.000
2980.00
4899.38
1.97
.61
.00
130.21
327.00
21.000
3600.00
4900.16
.78
.69
.00
142.55
327.00
22.000
100.00
4892.41
.00
.86
.00
18.96
530.00
22.000
200.00
4893.54
1.12
.99
.00
22.19
530.00
22.000
400.00
4894.90
1.37
1.13
.00
52.32
530.00
22.000
690.00
4896.19
1.28
1.29
.00
57.76
530.00
22.000
1230.00
4897.72
1.54
1.36
.00
74.55
530.00
22.000
1680.00
4898.69
.96
1.28
.00
77.68
530.00
22.000
2980.00
4900.55
1.87
1.18
.00
99.78
530.00
22.000
3600.00
4901.22
.67
1.06
.00
110.47
530.00
23.000
100.00
4893.38
.00
.97
.00
16.24
397.00
23.000
200.00
4894.46
1.07
.92
.00
18.82
397.00
23.000
400.00
4895.73
1.27
.83
.00
30.43
397.00
23.000
690.00
4896.75
1.02
.57
.00
38.47
397.00
23.000
1230.00
4898.07
1.32
.34
.00
45.41
397.00
23.000
1680.00
4898.87
.80
.18
.00
49.59
397.00
23.000
2980.00
4900.35
1.48
-.20
.00
57.43
397.00
23.000
3600.00
4901.04
.68
-.18
.00
61.33
397.00
PAGE 81
22SEP92 13:59:29
SECNO
0 "
CWSEL
DIFWSP
DIFWSX
DIFKWS
TOPWID
XLCH
23.100
103.00
4894.29
.00
.90
.00
35.16
55.00
23.100
206.00
4895.11
.83
.66
.00
37.40
55.00
23.100
412.00
4896.45
1.34
.72
.00
41.85
55.00
23.100
710.00
4897.65
1.20
.90
.00
45.60
55.00
23.100
1180.00
4899.26
1.61
1.19
.00
50.68
55.00
23.100
1570.00
4900.32
1.06
1.45
.00
54.00
55.00
23.100
2710.00
4902.72
2.40
2.37
.00
65.27
55.00
23.100
3210.00
4903.65
.93
2.61
.00
70.60
55.00
23.200
103.00
4894.64
.00
.35
.00
33.84
90.00
23.200
206.00
4895.34
.71
.23
.00
- 36.62
90.00
23.200
412.00
4896.71
1.36
.26
.00
49.53
90.00
23.200
710.00
4897.73
1.03
.09
.00
59.31
90.00
23.200
1180.00
4899.46
1.72
.19
.00
76.21
90.00
23.200
1570.00
4900.72
1.26
.40
.00
100.70
90.00
23.200
2710.00
4903.92
3.20
1.20
.00
158.14
90.00
23.200
3210.00
4906.19
2.27
2.54
.00
633.09
90.00
24.000
109.00
4894.73
.00
.09
.00
23.14
30.00
24.000
217.00
4895.35
.62
.00
.00
36.63
30.00
24.000
435.00
4896.69
1.34
-.02
.00
49.36
30.00
24.000
750.00
4897.71
1.02
-.02
.00
59.06
30.00
24.000
1210.00
4899.46
1.75
.00
.00
76.22
30.00
24.000
1570.00
4900.74
1.28
.02
.00
101.23
30.00
24.000
2710.00
4903.94
3.20
.02
.00
161.27
30.00
24.000
3210.00
4906.20
2.26
.02
.00
634.47
30.00
25.000
109.00
4895.55
.00
.83
.00
26.50
280.00
25.000
217.00
4896.35
.79
1.00
.00
28.11
280.00
25.000
435.00
4897.38
1.03
.69
.00
48.05
280.00
25.000
750.00
4898.41
1.03
.70
.00
77.42
280.00
25.000
1210.00
4899.96
1.55
.50
.00
95.32
280.00
25.000
1570.00
4901.12
1.16
.38
.00
99.72
280.00
25.000
2710.00
4904.13
3.02
.19
.00
145.50
280.00
25.000
3210.00
4906.23
2.10
.03
.00
172.71
280.00
26.000
109.00
4896.35
.00
.79
.00
18.55
395.00
26.000
217.00
4897.22
.87
.87
.00
19.45
395.00
26.000
435.00
4898.37
1.15
1.00
.00
29.22
395.00
26.000
750.00
4899.40
1.03
.99
.00
75.70
395.00
26.000
1210.00
4900.54
1.13
.58
.00
80.68
395.00
26.000
1570.00
4901.50
.96
.38
.00
84.91
395.00
26.000
2710.00
4904.31
2.81
.17
.00
105.45
395.00
26.000
3210.00
4906.31
2.00
.08
.00
140.79
395.00
PAGE 82
I
22SEP92 13:59:29
ISUMMARY OF ERRORS AND SPECIAL NOTES
' CAUTION SECNO= 2.000 PROFILE= 1 CRITICAL DEPTH ASSUMED
CAUTION SECNO= 2.000 PROFILE= 2 CRITICAL DEPTH ASSUMED
' WARNING SECNO= 3.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 3.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
' WARNING SECNO= 4.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 5.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 7.000 PROFILE= 5 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 7.000 PROFILE= 6 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
'
WARNING
SECNO=
9.000
PROFILE=
3
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
9.000
PROFILE=
4
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
9.000
PROFILE=
6
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
'
WARNING
SECNO=
9.000
PROFILE=
7
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
10.000
PROFILE=
1
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
10.000
PROFILE=
2
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
11.000
PROFILE=
3
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
SECNO=
11.000
PROFILE=
5
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
'WARNING
WARNING
SECNO=
11.000
PROFILE=
6
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
11.000
PROFILE=
7
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
'CAUTION SECNO= 11.100 PROFILE= 1 CRITICAL DEPTH ASSUMED
CAUTION SECNO= 11.100 PROFILE= 1 MINIMUM SPECIFIC ENERGY
WARNING SECNO= 11.100 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
SECNO=
11.100
PROFILE=
4
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
'WARNING
WARNING
SECNO=
11.100
PROFILE=
5
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
11.100
PROFILE=
6
CONVEYANCE,
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
11.100
PROFILE=
7
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
'
WARNING
SECNO=
11.100
PROFILE=
8
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
12.000
PROFILE=
1
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING SECNO= 12.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 12.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 12.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING
SECNO=
13.100
PROFILE=
3
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
13.100
PROFILE=
4
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
13.100
PROFILE=
5
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
'WARNING
SECNO=
13.100
PROFILE=
6
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
13.100
PROFILE=
7
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
13.100
PROFILE=
8
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
' WARNING
SECNO=
14.000
PROFILE=
1 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
14.000
PROFILE=
2 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
PAGE 83
1 WARNING SECNO= 15.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
1
1
n
1
.1
1
1
1
1 22SEP92 13:59:29
'WARNING SECNO= 15.000 PROFILE= 5 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 15.000 PROFILE= 6 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 15.000 PROFILE= 7 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
'WARNING
SECNO=
16.000
PROFILE=
1 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
16.000
PROFILE=
2 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
16.000
PROFILE=
3 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
rWARNING
SECNO=
17.000
PROFILE=
1 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
17.000
PROFILE=
2 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
SECNO=
17.000
PROFILE=
3 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
'WARNING
CAUTION
SECNO=
17.100
PROFILE=
1 CRITICAL DEPTH ASSUMED
-
CAUTION
SECNO=
17.100
PROFILE=
1 PROBABLE MINIMUM SPECIFIC
ENERGY
SECNO=
17.100
PROFILE=
1 20 TRIALS
ATTEMPTED TO BALANCE
WSEL
'CAUTION
WARNING
SECNO=
17.100
PROFILE=
2 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
17.100
PROFILE=
3 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
SECNO=
17.100
PROFILE=
4 CRITICAL DEPTH ASSUMED
'CAUTION
CAUTION
SECNO=
17.100
PROFILE=
4 MINIMUM SPECIFIC ENERGY
WARNING
SECNO=
17.100
PROFILE=
5 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
17.100
PROFILE=
6 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
'WARNING
SECNO=
17.100
PROFILE=
7 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
17.100
PROFILE=
8 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
SECNO=
18.000
PROFILE=
1 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
'WARNING
WARNING
SECNO=
18.000
PROFILE=
2 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
18.000
PROFILE=
3 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
'WARNING
WARNING
SECNO=
SECNO=
18.000
18.000
PROFILE=
PROFILE=
4 CONVEYANCE
7 CONVEYANCE
CHANGE OUTSIDE
CHANGE OUTSIDE
ACCEPTABLE RANGE
ACCEPTABLE RANGE
WARNING
SECNO=
18.000
PROFILE=
8 CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
'WARNING SECNO= 19.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 19.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 19.000 PROFILE= 3 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
'WARNING SECNO= 19.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 19.000 PROFILE= 5 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
SECNO=
20.000
PROFILE=
1
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
'WARNING
WARNING
SECNO=
20.000
PROFILE=
2
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
20.000
PROFILE=
3
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
20.000
PROFILE=
4
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
20.000
PROFILE=
5
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING SECNO= 22.000 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
' WARNING
SECNO=
23.000
PROFILE=
1
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
23.000
PROFILE=
2
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
23.000
PROFILE=
3
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
23.000
PROFILE=
4
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
23.000
PROFILE=
5
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
23.000
PROFILE=
6
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
23.000
PROFILE=
7
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
CAUTION
SECNO=
23.000
PROFILE=
8
CRITICAL DEPTH ASSUMED
CAUTION
SECNO=
23.000
PROFILE=
8
MINIMUM SPECIFIC ENERGY
PAGE 84
HEC-2 OUTPUT FOR EXISTING CONDITIONS
1
19SEP92
12:25:51
r,rtf•tt,r,rwrrrrr,rt*,r,r,rrrrrrws,r,►t,rwt:ft3
' HEC-2 WATER
SURFACE PROFILES
Version
4.6.0; February 1991
'.*rr**•,e,r+rf,r*.•,r*,►w,r,r,r,►r*,►.t,r,r,r,r*,e**,rr
THIS IS AN
ARCHIVAL RUN
ALL DATA
AND RESULTS ARE
SAVED ON UNIT
96
AC
FOSSIL
CREEK STABILITY STUDY
-- LIDSTONE 8
ANDERSON,
INC.
'T1
T2
REACH:
TRILBY RD U/S TO LEMAY AVE
T3
FOSSIL
CREEK --
EXISTING
CONDITION
J1
ICHECK
ING
NINV
IDIR STRT
METRIC
HVINS
0
2
0
0 0
0
0
FN
ALLDC
J2
NPROF
IPLOT
PRFVS
XSECV XSECH
0
NC
0.045
0.045
0.032
0.1
0.3
OT
1
2720
U/S OF TRILBY
ROAD CULVERT
'
X1
2
31
1066.9
1086.0
0
0
RC
3
1870
4892.1
2720
4893.4
3600
4900
913
4895
938
4894
944
'GR
GR
4891
984
4890
994
4889.8
1000.0
GR
4881.1
1066.9
4877.7
1070.3
4876.3
1077.1
GR
4881.6
1123.7
4886.4
1160.3
4886.8
1209.8
'GR
4890
1855
4891
1983
4892
2307
GR
4895
2447
4896
2669
4897
2701
GR
4900
2884
' NC
0.040
0.040
0.032
0.1
0.3
X1
3
28
1027.9
1046.6
215
165
GR
4900
930
4895
952
4890
978
GR
4882.2
1017.8
4881.6
1027.9
4877.7
1031.8
GR
4882.2
1046.6
4887.2
1094.9
4886.9
1148.5
GR
4889
1407
4890
1821
4891
2019
'GR
4894
24"
4895
2510
4895
2558
GR
4898
2748
4899
2777
4900
2818
X1
4
34
1094.7
1116.9
210
110
GR
4900
829
4898
848
4897
856
GR
4894
875
4892
889
4891
896
' GR
4888
939
41187
961
4186
982
PAGE 1
THIS RUN EXECUTED 19SEP92 12:25:51
CO-PPD-01
09/17/92
G WSEL FG
0 4894.5
IBW CHNIM ITRACE
0
4895.9
4893
955
4892
962
4884.8
1056.5
4881.8
1060.3
4877.7
1083.8
4881.6
1086.0
4888
1301
4889
1515
4893-
2399
4894
2431
4898
2763
4899
2853
230
4889
987
4888.1
1000.0
4876.3
1037.4
4878.1
1044.2
4888
1209
4888
1266
4892
2273
4893
2376
4896
2670
4897
2696
300
4896
865
4895
869
4890
904
4889
917
4885.4
1000.0
4882.7
1025.9
1046.6 4881.2 1094.7
1112.8 4888.0 1116.9
1
1
1
1
1
1
1
1
1
1
4879.0 1098.0
4888.1 1169.9
4877.1 1105.3
4889 1310
4877.8 1108.2
4890 1760
1
19SEP92
'GR 4891
GR 4896
NC 0.045
X1 5
GR 4900
GR 4893
'GR 4881.7
GR 4882.6
GR 4891
'GR 4896
X1 6
GR 4900
'GR 4894
GR 4889
GR 4883.6
'GR 4882.2
GR 4889
GR 4894
GR 4899
NC 0.040
X1 7
'GR 4900
GR 4894
GR 4889
'GR 4878.E
GR 4890.2
GR 4894
GR 4899
' X1 8
GR 4902.3
GR 4878.4
GR 4890
GR 4894
'GR 4899
X1 9
GR 4900
'GR 4891.8
GR 4885.8
GR 4894
GR 4895
GR 4900
X1 10
'GR 4900
GR 4895.3
GR 4880.8
'GR 4884.7
GR 4893
GR 4897
12:25:51
PAGE 2
1822
4892
2093
4893
2215
4894
2329
4895
2495
2550
4897
2625
4898
2655
4900
2660
0.040
0.032
0.1
0.3
30
1058.5
1077.7
165
120
185
847
4898
866
4897
875
4895
897
4894
910
929
4893.1
1000.0
4891.5
1043.1
4886.9
1050.8
4886.1
1058.5
1058.6
4878.2
1060.6
4878.0
1068.1
4878.3
1074.1
4882.1
1077.7
1132.4
4886.7
1163.4
4887.9
1214.7
4889
1348
4890
1581
1755
4892
2125
4893
2192
4894
2253
4895
2267
2293
4897
2307
4898
2330
4899
2339
4900
2359
37
1058.5
1080.4
180
_ 355
360
736
4899
750
4898
770
4897
782
4895
807
820
4893
836
4892
859
4891
868
4890
891
948
4888
960
4887
979
4886.3
1000.0
4886.4
1043.4
1049.0
4882.6
1058.5
4878.3
1063.5
4878.7
1067.1
4879.1
1074.9
1080.4
4883.7
1098.8
4888.7
1111.5
4888.8
1162.6
4889
1239
1278
4890
1349
4891
1452
4892
1488
4893
1667
1717
4895
1758
4896
1776
4897
1789
4898
1800
1810
4900
1818
0.040
0.032
0.1
0.3
32
1048.4
1068.8
185
335
265
781
4898
810
4897
828
4896
852
4895
873
891
4893
912
4892
929
4891
.944
4890
960
992
4888.9
1000.0
4884.6
1024.2
4883.9
1048.4
4879.4
1051.6
1057.7
4878.8
1063.4
4883.6
1068.8
4884.0
1074.4
4888.5
1084.4
1139.1
4890
1225
4891
1290
4892
1490
4893
1550
1608
4895
1677
4896
1928
4897
2002
4898
2105
2263
4900
2488
22
1049.1
1083.0
195
125
285
1000.0
4897.0
1049.1
4888.3
1051.0
4881.7
1063.6
4879.1
1065.4
1070.3
4879.2
1077.3
4887.5
1083.0
4887.6
1173.8
4888.8
1233.5
1257
4891
1292
4891
1417
4892
1488
4893
1537
1590
4895
1808
4896
2069
4897
2128
4898
2260
2"1
4900
2567
26
1052.0
1084.6
270
225
305
930
4898
957
4897
970
4896
983
4895.3
1000.0
1052.0
4879.6
1063.7
4879.1
1069.8
4879.1
1077.8
4884.3
1084.6
1117.8
4889.9
1131.5
4891.2
1182.1
4892
1228
4893
1237
1241
4894
1259
4893
1289
4893
1448
4894
1488
1592
4896
1890
4897
2017
4898
2053
4899
2072
2094
29
1067.7
1085.4
150
310
360
918
4899
937
4898
949
4897
966
4896
982
1000.0
4892.3
1053.9
4889.3
1061.2
4884.4
1063.5
4884.3
1067.7
1069.7
4879.6
1077.7
4880.9
1083.6
4883.2
1085.4
4883.6
1089.1
1092.1
4884.6
1097.4
4890.5
1122.3
4891.9
1172.0
4892
1223
1242
4894
1282
4895
1374
4895
1573
4896
1895
2035
4898
2103
4899
2147
4900
2173
1
19SEP92 12:25:51
' X1 11 32 1053.0 1070.2
GR 4907.6 1000.0 4904.9 1001.0
GR 4883.9 1054.1 4883.9 1056.1
GR 4884.4 1068.2 4885.3 1070.2
GR 4888 1197 4889 1201
GR 4893 1223 4893 1233
GR 4894 1370 4895 1432
GR 4899 2268 4900 2309
'X1 12 21 1060.0 1078.5
GR 4908.6 1000.0 4902.8 1044.1
GR 4880.4 1064.4 4882.4 1072.4
GR 4890 1128 4891 1133
GR 4895 1320 4896 1468
GR 4900 2282
'X1 13 24 1017.8 1045.1
GR 4906.1 1000.0 4899.3 1001.2
GR 4882.4 1035.1 4883.1 1041.8
GR 4888.6 1104.6 4888.8 1114.3
GR 4893 1221 4894 1233
GR 4897 1683 4898 1978
'X1 14 22 1093.1 1119.6
GR 4900 930 4899 939
GR 4895 992 4894.7 1000.0
GR 4881.8 1103.4 4883.2 1111.5
GR 4893.5 1150.9 4895 1192
GR 4899 1892 4900 2018
' END PARAGON POINT, BEGIN SOUTHRIDGE GOLF COURSE
'NC 0.037 0.040 0.033 0.1
X1 15 18 1056.2 1083.0
GR 4900 995 4899.8 1000.0
GR 4884.2 1058.5 4883.0 1065.3
GR 4892.8 1157.6 4895.7 1207.5
GR 4898 1470 4899 1672
'X1 16 26 1077.8 1100.6
GR 4908.3 669 4906.3 705
GR 4898.3 820 4896.3 923
'GR 4887.6 1073.6 4886.5 1077.8
GR 4885.5 1093.6 4889.7 1099.2
GR 4896.3 1259 4898.3 1699
' GR 4906.3 1959
1
PAGE 3
320
125
495
4896.0
1017.4
4887.4
1042.0
4885.6
1053.0
4880.3
1058.3
4880.4
1062.0
4880.9
1066.0
4886.0
1073.1
4886.4
1122.7
4887
1192
4890
1206
4891
1209
4892
1216
4892
1249
4892
1273
4893
1320
4896
1888
4897
2153
4898
2221
190
135
175
4886.6
1055.4
4886.1
1060.0
4881.9
1061.4
4885.0
1073.5
4886.7
1096.8
4889.6
1124.2
4892
1164
4893
1211
4894
1230
4897
2043
4898
2177
4899
2242
140
220
350
4886.8
1017.8
4884.7
1021.8
4883.3
1026.9
4885.3
1043.7
4886.1
1045.1
4887.0
1083.7
4890.4
1131.7
4891
1141
4892
1160
4894
1261
4895
1280
4896
1308
4899
2118
4900
2168
345
140
310
4898
950
4897
960
4896
971
4893.5
1044.2
4888.1
1093.1
4884.3
1094.8
4886.9
1113.9
4887.7
1115.7
4892.8
1119.6
4896
1220
4897
12"
4898
1769
0.3
155
200
385
4894.8
1046.1
4889.3
1052.7
4888.6
1056.2
4884.2
1077.5
4887.8
1083.0
4888.3
1109.1
4896
1210
4897
1225
4898
1243
4900
1805
345
140
335
4904.3
730
4902.3
763
4900.3
805
4895.0
1000.0
4890.8
1014.7
4889.2
1028.4
4885.9
1082.6
4884.0
1083.4
4883.8
1087.8
4893.2
1100.6
4893.7
1138.6
4894.3
1215
4900.3
1825
4902.3
1867
4904.3
1914
I
19SEP92 12:25:51
X1
17
24
1171.5
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4908.3
539
4906.3
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1000.0
4894.6
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4883.9
1176.4
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GR
4902.3
1469
4904.3
'
SOUTHRIDGE
CHECK STRUCTURE
X1
17.1
21
1058
X3
GR
4900.3
570
4898.3
'GR
4898.3
987
4895.0
GR
4889.7
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4892.4
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4900.3
1310
X1
18
24
1000.0
GR
4908.3
225
4906.3
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4898.3
603
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1272
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19
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GR 4891.5
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NC 0.040
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20
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92
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GR
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X1
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4896.7
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PAGE 4
1206.4
135
210
405
581
4904.3
610
4902.3
646
4900.3
681
752
4894.3
900
4894.3
921
4896.3
982
1067.9
4890.5
1085.0
4889.3
1171.5
4887.5
1174.1
1190.4
4884.7
1196.0
4900.5
1206.4
4901.3
1258.6
1518
4906.3
1562
4908.3
1590
1074
170
75
245
881
684
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760
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810
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1000
4894.1
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4892.0
1021
4890.5
1040
1058
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1058
4886.1
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4889.6
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4894.3
1130
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1148
4898.3
1171
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155
110
175
266
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304
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373
4900.3
512
970
4897.9
1000.0
4893.6
1005.4
4893.6
1007.1
1022.9
4887.6
1033.7
4889.5
1035.3
4891.1
1050.7
1106.1
4896.3
1111
4898.3
1129
4900.3
1146
1360
4906.3
1396
4908.3
1412
1046.6
280
280
452
56
4904.3
109
4902.3
284
4900.3
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972
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1000.0
4897.0
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4892.6
1023.0
1030.2
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1033.2
4888.5
1044.3
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1046.6
1059.7
4893.6
1079.2
4896.5
1091.0
4903.9
1150.6
1253
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0.1
0.3
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375
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2020
4908.3
2052
1128.4
240
290
327
196
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4892.1
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340
280
530
542
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1000.0
4904.4
1056.0
4895.0
1057.2
1068.2
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1076.2
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1077.4
4893.6
1080.8
1116.9
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1130.4
4899.3
1136.3
4901.7
1174.5
1400
4906.3
1448
4908.3
1490
'
19SEP92
12:25:51
NC
0.040
0.045
0.035
0.1
0.3
X1
23
19
1063.5
1086.4
335
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679
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1478
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1580
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D/S FACE OF
LEMAY AVENUE CULVERT
'oT
1
2520
NC
0.040
0.045
0.035
0.3
0.5
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23.1
16
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10
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1772
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1.020
0.50
2.6
900
10
U/S FACE OF
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23.2
22
1099.8
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'X1
X2
2
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24
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30
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1081.1 4894.4
1136.6 4906.0
1772
PAGE 5
1063.5
1083.1
1160.1
10
55
1000.0
4908.2
1048.4
4896.1
1063.5
1098.6
4896.4
1104.8
4901.3
1114.1
1478
4907.3
1580
4909.3
1716
32
90
8.1
4893.6
4893.1
90
90
587
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697
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955
1056.7
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1099.8
1134.5
4899.4
1156.9
4902.0
1196.3
1595
4908.3
1725
4910.3
1775
30
30
587
4908.3
697
4906.3
955
1056.7
4902.4
1069.0
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1099.8
1113.2
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1125.5
4894.7
1127.0
1196.3
4904.3
1212
4904.3
1517
1775
4912.3
1823
4914.3
1864
340
280
734
4904.3
775
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1050
4903.7
1063.9
4901.9
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1173.4
4892.8
1196.1
4894.4
1198.3
1298
4910.3
1334
4912.3
1378
'
19SEP92
12:25:51
'X1
26
15
1050.6
1075.9
GR
4914.3
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4912.3
682
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4895.2
1056.7
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4903.7
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1199.4
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27
18
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4898.5
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1081.5
GR
4910.3
1325
4912.3
1440
1
PAGE 6
200
370
395
4908.3
730
4909.4
1000.0
4909.7
1050.6
4895.1
1074.0
4898.2
1075.9
4899.3
1130.2
4910.3
1310
4912.3
1393
4914.3
1430
260
240
410
4910.3
802
4911.2
1000.0
4908.2
1048.7
4895.5
1058.2
4894.3
1064.9
4896.1
1073.1
4900.7
1123.6
4904.9
1130.8
4909.6
1178.2
4914.3
1476
'
19SEP92
12:25:51
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
0
OLOB
OCH
0R08
ALOB
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
1DC
ICONT
CORAR
TOPWID
ENDST
*PROF 1
'
CCHV= .100 CEHV=
*SECNO 2.000
.300
2.000
17.10
4893.40
.00
4894.50
4893.40
_ .00
.00
.00
4881.10
2720.0
268.3
330.1
2121.6
560.9
299.2
5119.3
.0
.0
4881.60
.00
.48
1.10
.41
.045
.032
.045
.000
4876.30
950.60
.000019
0.
0.
0.
0
0
0
.00
1461.20
2411.80
'
CCHV= .100
CEHV=
.300
*SECNO 3.000
3.000
17.10
4893,40
.00
.00
4893,41
.01
.00
.00
4881.60
2720.0
244.3
318.6
2157.1
391.5
287.5
4893.9
22.9
5.6
4882.20
.09
.62
1.11
.44
.040
.032
.040
.000
4876.30
960.30
.000020
215.
230.
165.
0
0
0
.00
1443.16
2403.46
*SECNO 4.000
'
4.000
2720.0
16.31
1116.6
4893.41
284.5
.00
1318.9
.00
1655.1
4893,41
300.2
.01
3539.4
.17
.67
.95
.37
.040
.032
.040
.000018
210.
300.
110.
0
0
0
CCHV= .100
CEHV=
.300
*SECNO 5.000
'
5.000
15.41
4893.41
.00
2720.0
59.5
336.8
2323.6
.23
.37
1.20
.58
'
.000029
165.
185.
120.
'
*SECNO 6.000
6.000
15.11
4893.41
.00
2720.0
854.2
546.7
1319.1
.32
.78
1.81
.71
'
.000053
180.
360.
355.
CCHV= .100 CEHV= .300
.00
4893.41
.01
160.4
281.8
4039.8
.045
.032
.040
0
0
0
.00
4893.43
.02
1094.8
301.9
1854.4
.045
.032
.040
0
0
0
.00 .00 4881.20
40.5 9.6 4888.00
.000 4877.10 879.15
.00 1382.22 2261.37
.00 .00 4886.10
55.6 13.5 4882.10
.000 4878.00 921.23
.00 1295.70 2216.93
.01
.00
4882.60
84.6
21.6
4882.20
.000
4878.30
829.38
.00
858.33
1687.70
PAGE 7
'
19SEP92
12:25:51
PAGE 8
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
'
0
OLOB
OCH
OROB
ALOE
ACH
AROB
VOL
TWA
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
*SECNO 7.000
'
3302 WARNING:
CONVEYANCE CHANGE OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.65
7.000
2720.0
14.82
871.8
4893,42
714.5
.00
1133.7
.00
638.1
4893.46
275.6
.04
1269.4
.02
102.1
.01
26.8
4883.90
4883.60
.37
1.37
2.59
.89
.040
.032
-.040
.000
4878.60
903.10
.000124
185.
265.
335.
0
0
0
.00
671.48
1574.58
*SECNO 8.000
8.000
15.04
4893.44
.00
.00
4893.48
.04
.03
.00
4897.00
'
2720.0
.0
867.2
1852.8
.0
364.5
1536.8
109.6
28.7
4887.50
.41
.00
2.38
1.21
.000
.032
.040
.000
4878.40
1049.88
.000161
195.
285.
125.
0
0
0
.00
510.15
1560.03
*SECNO 9.000
3265 DIVIDED
FLOW
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.68
9.000
14.33
4893.43
.00
.00
4893.58
.15
.06
.03
4891.80
'
2720.0-
11.9
1426.8
1281.3
19.7
370.6
666.9
117.9
31.1
4884.30
.43
.60
3.85
1.92
.040
.032
.040
.000
4879.10
1027.83
.000348
270.
305.
225.
2
0
0
.00
399.75
1465.07
*SECNO 10.000
10.000
2720.0
13.88
226.8
4893,48
1289.1
.00
1204.1
.00
85.9
4893,77
226.9
.29
475.6
.15
124.6
.04
33.3
4884.30
4883.20
.45
2.64
5.68
2.53
.040
.032
.040
.000
4879.60
1032.56
.000630
150.
360.
310.
1
0
0
.00
228.93
1261.49
*SECNO 11.000
r3302
WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
1.84
11.000
13.52
4893,82
.00
.00
4893,88
.06
.08
.02
4885.60
'
2720.0
215.2
550.5
1954.2
139.4
200.6
1155.7
130.2
34.4
4885.30
.49
1.54
2.74
1.69
.040
.032
.040
.000
4880.30
1023.65
.000187
320.
495.
125.
2
0
0
.00
337.15
1360.80
19SEP92
12:25:51
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
G
GLOB
GCH
GROB
ALOB
ACH
AROB
VOL
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE
XLOBL
XLCH
XLOSR
ITRIAL
IDC
ICONT
CORAR
'
*SECNO 12.000
'
3302 WARNING:
CONVEYANCE CHANGE OUTSIDE
OF ACCEPTABLE
RANGE,
KRATIO =
.49
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
'
12.000
2720.0
13.29
161.9
4893.69
1212.7
.00
1345.4
.00
51.3
4894.00
210.5
.31
455.0
.01
134.0
.07
35.2
4886.10
4885.00
.50
3.15
5.76
2.96
.040
.032
- -.040
.000
4880.40
1050.45
.000788
190.
175.
135.
2
0
0
.00
173.75
1224.20
*SECNO 13.000
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.47
13.000
11.61
4894.01
.00
.00
4894.16
.14
.14
.02
4886.80
'
2720.0
49.5
1124.8
1545.7
34.6
281.4
723.9
139.1
36.3
4886.10
.53
1.43
4.00
2.14
.040
.032
.040
.000
4882.40
1008.22
.000363
140.
350.
220.
2
0
0
.00
253.05
1261.27
*SECNO 14.000
' 3301 HV CHANGED MORE THAN HVINS
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .35
14.000
11.76
4893.56
.00
.00
4894.65
1.09
.21
.28
4888.10
2720.0
533.5
2172.0
14.5
135.3
237.2
13.0
142.8
37.2
4892.80
'
.54
3.94
9.16
1.11
.040
.032
.040
.000
4881.80
1041.83
.002932
345.
310.
140.
3
0
0
.00
110.84
1152.67
' CCHV= .100 CEHV= .300
*SECNO 15.000
3301 HV CHANGED MORE THAN HVINS
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.09
15.000
11.85
4894.85
.00
.00
4895,12
.27
.39
.08
4888.60
'
2720.0
101.3
1440.7
1178.0
39.2
282.0
422.7
146.4
37.8
4887.80
.56
2.59
5.11
2.79
.037
.033
.040
.000
4883.00
1045.59
.000669
155.
385.
200.
2
0
0
.00
147.37
1192.96
PAGE 9
' 19SEP92 12:25:51 PAGE 10
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
G GLOB OCH OROS ALOE ACH ARDS VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR 1TRIAL IDC ICONT CORAR TOPWID ENDST
*SECNO 16.000
' 16.000 11.29 4895.09 .00 .00 4895.33 .24 .20 .00 4886.50
2720.0 1585.2 955.5 179.3 438.5 207.7 152.8 151.1 38.8 4893.20
.58 3.61 4.60 1.17 .037 .033 .040 .000 4883.80 994.50
' .000726 345. 335. 140, 2 0 0 .00 237.94 1232.45
*SECNO 17.000
3265 DIVIDED FLOW
17.000 11.62 4895.32 .00 .00 4895.49 .17 .15 .01 4889.30
2720.0 1500.7 1219.3 .0 598.4 300.7 .0 155.4 39.9 4900.50
.60 2.51 4.05 .00 .037 .033 .000 .000 4883.70 824.63
.000547 135. 405. 210. 2 0 0 .00 281.29 1202.99
*SECNO 17.100
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .51
' 3470 ENCROACHMENT STATIONS= 881.0 1310.0 TYPE= 1 TARGET= -881.000
17.100 9.18 4895.28 .00 .00 4895.77 .49 .18 .10 4889.70
2720.0 1001.1 1044.7 674.1 210.3 146.8 173.5 158.4 40.7 4889.60
.61 4.76 7.12 3.89 .037 .033 .040 .000 4886.10 998.91
.002121 170. 245. 75. 2 0 0 .00 139.88 1138.79
' *SECNO 18.000
' 3301 IV CHANGED MORE THAN HVINS
18.000 10.16 4895.26 .00 .00 4896.38 1.12 .43 .19 4897.90
2720.0 .0 2104.0 616.0 .0 228.7 111.6 159.9 41.0 4889.50
' .62 .00 9.20 5.52 .000 .033 .040 .000 4885.10 1003.32
.003639 155. 175. 110. 2 0 0 .00 78.46 1081.77
' *SECNO 19.000
19.000 9.65 4896.85 .00 .00 4897.91 1.06 1.52 .01 4897.00
2720.0 .0 1841.1 878.9 .0 199.1 155.9 163.0 41.6 4890.20
' .63 .00 9.25 5.64 .000 .033 .040 .000 4887.20 1017.11
.003863 280. 452. 280. 3 0 0 .00 76.68 1093.79
'
19SEP92
12:25:51
PAGE 11
'
SECNO
O
DEPTH
OLOB
CWSEL
OCH
CRIWS
OROB
WSELK
ALOB
EG
ACH
HV
AROB
HL
VOL
OLOSS
TWA
L-BANK ELEV
R-BANK ELEV
TIME
VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPUID
ENDST
CCHV= .100
CEHV=
.300
*SECNO 20.000
'
20.000
10.20
4898.40
.00
.00
4899.04
.63
1.09
.04
4890.90
2720.0
1399.1
1318.2
2.6
253.6
183.6
2.8
166.4
42.3
4897.60
.65
5.52
7.18
.95
.040
.035
.040
.000
4888,20
1002,98
'
.002220
375.
395.
325.
2
0
0
.00
77.34
1080.32
*SECNO 21.000
'
21.000
10.09
4898.99
.00
.00
4899.79
.79
.70
.05
4894.70
2720.0
582.9
1610.7
526.3
155.5
189.2
101.3
169.3
42.9
4891.30
.66
3.75
8.51
5.20
.040
.035
.040
.000
4888.90
1033.61
'
.002630
240.
327.
290.
2
0
0
.00
121.25
1154.86
*SECNO 22.000
l
22.000
10.83
4900.23
.00
.00
4900.76
:53
.94
.03
4904.40
2720.0
.0
1490.7
1229.3
.0
223.5
265.4
173.6
43.7
4893.60
.68
.00
6.67
4.63
.000
.035
.040
.000
4889.40
1056.53
'
.001868
340.
530.
280.
2
0
0
.00
94.56
1151.10
'CCHV=
.100
CEHV=
.300
*SECNO 23.000
'
3301 HV CHANGED MORE
THAN HVINS
'
3302 WARNING:
CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO =
.50
23.000
8.01
4900.11
.00
.00
4902.29
2.17
1.04
.49
4895.10
2720.0
79.5
2124.4
516.1
15.7
163.8
80.7
175.9
44.1
4895,40
.69
5.06
12.97
6.40
.040
.035
.045
.000
4892.10
1057.24
.007568
335.
397.
130.
3
0
0
.00
56.13
1113.37
'
CCHV= .300
CEHV=
.500
*SECNO 23.100
'
3301 HV CHANGED MORE
THAN HVINS
' 19SEP92 12:25:51
PAGE 12
' SECNO DEPTH
Q QLOB
CWSEL
QCH
CRIWS
QR08
WSELK
ALOE
EG
ACH
HV
AROB
HL
VOL
OLOSS
TWA
L-BANK
R-BANK
ELEV
ELEV
TIME VLOB
VCH
VROB
XNL
XNCH
XNR
WTN
ELMIN
SSTA
SLOPE XLOBL
XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
TOPWID
ENDST
t
' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE
OF ACCEPTABLE RANGE,
KRATIO =
2.15
23.100 9.16
4902.26
.00
.00
4902.89
.64
.15
.46
4896.10
2520.0 59.0
2377.8
83.2
23.6
362.3
33.6
176.3
44.2
4896,40
' .69 2.50
6.56
2.47
.040
.035
.045
.000
4893.10
1055.83
.001410 140.
55.
10.
3
0
0
.00
62.55
1118.37
SPECIAL CULVERT
' SC CUNO CUNV
ENTLC
COFQ
RDLEN
RISE
SPAN
CULVLN
CHRT
SCL
ELCHU ELCHD
1 .020
.50
2.60
900.00
10.00
32.00
90.00
8
1
4893.60 4893.10
tCHART 8 - BOX CULVERT WITH FLARED WINGWALLS; NO INLET TOP EDGE
BEVEL
SCALE 1 - WINGWALLS
FLARED 30
TO 75 DEGREES
' *SECNO 23.200
SPECIAL CULVERT OUTLET CONTROL
' EGIC = 4902,812 EGOC = 4903,658 PCWSE= 4902.257 ELTRD=
4906,700
3302 WARNING: CONVEYANCE CHANGE OUTSIDE
OF ACCEPTABLE RANGE,
KRATIO =
1.49
' SPECIAL CULVERT
EGIC EGOC
H4
QWEIR
QCULV
VCH
ACULV
ELTRD
WEIRLN
'
4902.88 4903.66
.76
0.
2520.
4.735
320.0
4906.70
0.
' 23.200 9.81
4903.41
.00
.00
4903.66
.25
.76
.00
4895.20
2520.0 361.8
1601.6
556.6
143.8
338.2
251.3
177.5
"A
4895.10
.70 2.52
4.74
2.21
.040
.035
.045
.000
4893.60
1065.25
' .000633 90.
90.
90.
2
0
0
.00
140.66
1205.90
.100 CEHV=
.300
'CCHV=
*SECNO 24.000
24.000 10.23
4903.43
.00
.00
4903.68
.25
.02
.00
4894.60
2520.0 545.2
1112.4
862.3
194.3
215.1
317.4
178.0
44.5
4894.70
' .70 2.81
5.17
2.72
.040
.032
.040
.000
4893.20
1065.14
.000604 30.
30.
30.
0
0
0
.00
140.96
1206.10
*SECNO 25.000
'
19SEP92
12:25:51
'
SECNO
Q
DEPTH CWSEL
QLOB QCH
CRIWS
QROB
WSELK
ALOB
EG
ACH
HV
AROB
HL
VOL
TIME
VLOB VCH
VROB
XNL
XNCH
XNR
WTN
SLOPE
XLOBL XLCH
XLOBR
ITRIAL
IDC
ICONT
CORAR
OLOSS
L-BANK ELEV
TWA
R-BANK ELEV
ELMIN
SSTA
TOPWID
ENDST
3470 ENCROACHMENT STATIONS=
951.0
1405.0 TYPE= 1
TARGET=
-951.000
'
25.000
10.84
4903.64
.00
.00 4903.87
.23
.19 .00
4896.70
2520.0
1251.8
1268.2
.0
427.0 279.3
.0
183.0 45.5
4906.70
.72
2.93
4.54
.00
.040 .032
.000
.000 4892.80
1064.91
'
.000692
300.
280.
340.
2 0
0
.00 134.36
1199.28
' *SECNO 26.000
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .65
26.000
9.64
4903.84
.00
.00
4904.28
.43
.34
.06
4909.70
2520.0
.0
1184.2
1335.8
.0
188.6
318.4
187.4•
46.3
4898.20
.74
.00
6.28
4.20
.000
.032
.040
.000
4894.20
1053.06
001624
200.
395.
370.
0
0
0
.00
97.26
1150.32
1*
*SECNO 27.000
'
27.000
9.99
4904.29
.00
.00
4905.09
.81
.70
.11
4908.20
2520.0
.0
1536.5
983.5
.0
183.6
202.7
190.6
46.8
4898.50
.00
8.37
4.85
.000
.032
.040
.000
4894.30
1050.81
'
.75
.002888
260.
410.
240.
2
0
0
.00
78.94
1129.75
PAGE 13
'
19SEP92
12:25:51
PAGE 14
'
THIS RUN EXECUTED
19SEP92
12:25:58
'
HEC-2 WATER SURFACE PROFILES
Version 4.6.0; February 1991
NOTE- ASTERISK
1*1 AT LEFT
OF CROSS-SECTION
NUMBER INDICATES MESSAGE IN SUMMARY OF
ERRORS LIST
'
FOSSIL CREEK --
EXISTING
' SUMMARY PRINTOUT
TABLE
150
SECNO
XLCH
ELTRD ELLC
ELMIN
G
CWSEL
CRIWS
EG
10*KS
VCH
AREA
.01K
2.000
.00
.00
.00
4876.30
2720.00
4893.40
.00
4893.40
.19
1.10
5979.47
6321.76
1.11
5572.90
6126.08
3.000
230.00
.00
.00
4876.30
2720.00
4893.40
.00
4893.41
.20
'
4.000
300.00
.00
.00
4877.10
2720.00
4893.41
.00
4893.41
.18
.95
5494.63
6474.03
5.000
185.00
.00
.00
4878.00
2720.00
4893.41
.00
4893.41
.29
1.20
4482.05
5025.26
'
6.000
360.00
.00
.00
4878.30
2720.00
4893.41
.00
4893.43
.53
1.81
3251.11
3738.24
*
7.000
265.00
.00
.00
4878.60
2720.00
4893.42
.00
4893.46
1.24
2.59
2183.12
2439.26
'
4878.40
2720.00
4893.44
4893.48
1.60
2.38
1901.31
2150.86
8.000
285.00
.00
.00
.00
' *
9.000
305.00
.00
.00
4879.10
2720.00
4893.43
.00
4893.58
3.48
3.85
1057.15
1457.65
10.000
360.00
.00
.00
4879.60
2720.00
4893.48
.00
4893:77
6.30
5.68
788.39
1083.47
' *
11.000
495.00
.00
.00
4880.30 .
2720.00
4893.82
.00
4893.88
1.87
2.74
1495.57
1990.05
*
12.000
175.00
.00
.00
4880.40
2720.00
4893.69
.00
4894.00
7.88
5.76
716.92
969.24
*
13.000
350.00
4882.40
2720.00
4894.01
4894.16
3.63
4.00
1039.86
1427.76
.00
.00
.00
' *
14.000
310.00
.00
.00
4881.80
2720.00
4893.56
.00
4894.65
29.32
9.16
385.49
502.31
*
15.000
385.00
.00
.00
4883.00
2720.00
4894.85
.00
4895.12
6.69
5.11
743.94
1051.50
'
16.000
335.00
.00
.00
4883.80
2720.00
4895.09
.00
4895.33
7.26
4.60
799.05
1009.74
17.000
405.00
.00
.00
4883.70
2720.00
4895.32
.00
4895.49
5.47
4.05
899.10
1162.62
' *
17.100
245.00
.00
.00
4886.10
2720.00
4895.28
.00
4895.77
21.21
7.12
530.57
590.64
1
1
1
1.
1'
1
1.
1
1
1
1
1
1
1
1
1
1
19SEP92
12:25:51
PAGE 15
SECNO
XLCH
ELTRD
ELLC
ELMIN
0
CYSEL
CRIYS
EG
10*KS
YCH
AREA
.01K
18.000
175.00
.00
.00
4885.10
2720.00
4895.26
.00
4896.38
36.39
9.20
340.22
450.93
19.000
452.00
.00
.00
4887.20
2720.00
4896.85
.00
4897.91
38.63
9.25
355.02
437.65
20.000
395.00
.00
.00
4888.20
2720.00
4898.40
.00
4899.04
22.20
7.18
439.97
577.30
21.000
327.00
.00
.00
4888.90
2720.00
4898.99
.00
4899.79
26.30
8.51
445.99
530.34
22.000
530.00
.00
.00
4889.40
2720.00
4900.23
.00
4900.76
18.68
6.67
488.92
629.37
23.000
397.00
.00
.00
4892.10
2720.00
_ 4900.11
.00
4902.29
75.68
12.97
260.26
312.66
23.100
55.00
.00
.00
4893.10
2520.00
4902.26
.00
4902.89
14.10
6.56
419.53
671.01
23.200
90.00
4906.70
4903.60
4893.60
2520.00
4903.41
.00
4903.66
6.33
4.74
733.32
1001.56
24.000
30.00
.00
.00
4893.20
2520.00
4903.43
.00
4903.68
6.04
5.17
726.87
1025.65
25.000
280.00
.00
.00
4892.80
2520.00
4903.64
.00
4903.87
6.92
4.54
706.25
958.08
26.000
395.00
.00
.00
4894.20
2520.00
4903.84
.00
4904.28
16.24
6.28
506.95
625.38
27.000
410.00
.00
.00
4894.30
2520.00
4904.29
.00
4905.09
28.88
8.37
386.22
468.96
'
19SEP92
12:25:51
PAGE 16
'FOSSIL CREEK
-- EXISTING
SUMMARY PRINTOUT TABLE
150
'
0
CWSEL
DIFWSP
DIFWSX
DIFKWS
TOPWID
XLCH
SECNO
'
2.000
2720.00
4893.40
.00
.00
-1.10
1461.20
.00
3.000
2720.00
4893.40
.00
.00
.00
1443.16
230.00
4.000
2720.00
4893.41
.00
.00
.00
1382.22
300.00
5.000
2720.00
4893.41
.00
.00
.00
1295.70
185.00
'
6.000
2720.00
4893.41
858.33
360.00
.00
.01
.00
*
7.000
2720.00
4893.42
.00
.00
.00
671.48
265.00
'
8.000
2720.00
4893.44
.00
.02
.00
510.15
285.00
' *
9.000
2720.00
4893.43
.00
-.01
.00
399.75
305.00
10.000
2720.00
4893.48
.00
.05
.00
228.93
360.00
' *
11.000
2720.00
4893.82
.00
.34
.00
337.15
495.00
*
12.000
2720.01
4893.69
.00
-.12
.00
173.75
175.00
'
*
13.000
2720.00
4894.01
.00
.32
.00
253.05
350.00
' *
14.000
2720.00
4893.56
.00
-.45
.00
110.84
310.00
*
15.000
2720.00
4894.85
.00
1.29
.00
147.37
385.00
'
16.000
2720.00
4895.09
.00
.24
.00
237.94
335.00
17.000
2720,00
4895.32
.00
.23
.00
281.29
405.00
'
*
17.100
2720.00
4895.28
.00
- .04
.00
139.88
245.00
'
18.000
2720.00
4895.26
.00
-.02
.00
78.46
175.00
19.000
2720.00
4896.85
.00
1.59
.00
76.68
452.00
'
20.000
2720.00
4898.40
.00
1.56
.00
77.34
395.00
21.000
2720.00
4898.99
.00
.59
.00
121.25
327.00
94.56
530.00
22.000
2720.00
4900.23
.00
1.24
.00
*
23.000
2720.00
4900.11
.00
-.11
.00
56.13
397.00
*
23.100
2520.00
4902.26
.00
2.14
.00
62.55
55.00
19SEP92 12:25:51
SECNO
G
CWSEL
DIFWSP
DIFWSX
DIFKWS
TOPWID
XLCH
23.200
2520.00
4903.41
.00
1.15
.00
140.66
90.00
24.000
2520.00
4903.43
.00
.02
.00
140.96
30.00
25.000
2520.00
4903.64
.00
.22
.00
134.36
280.00
26.000
2520.00
4903.84
.00
.20
.00
97.26
395.00
27.000
2520.00
4904.29
.00
.44
.00
78.94
410.00
1
1
1
1
1
1
1
1
1
1
PAGE .17
' 19SEP92 12:25:51 PAGE 18
' SUMMARY OF ERRORS AND SPECIAL NOTES
WARNING SECNO= 7.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
' WARNING SECNO= 9.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 11.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
' WARNING SECNO= 12.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 13.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
' WARNING SECNO= 14.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 15.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 17.100 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
' WARNING SECNO= 23.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 23.100 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
' WARNING SECNO= 23.200 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 26.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
APPENDIX A
PHOTOGRAPHIC DOCUMENTATION
01)
1 j,
3' 1 � t, �. .� ,,. /.f.
0� r
s, ",��..
.. i �
Il
�•
. �,:.
\I � A' �r
_... _i _.] �.� L' 1 .i
..\V4 e r 'fv .
I
j
• 1,. 4��
ti
s�
� d r�z1,41V
�fi � � t C �La' ���Y•k{�. . r � .P
r r d
' tp. 1 T
a
t }' •: 1
3
04 r P�.�1g�
'ir r'ti st rl a�%al r`I
.��t � i i 1� Cr71r � a�D �. i'1 ��t Pf rr�l�r 'h���y i �..'� � ;�.• ?,:
=N. DTI i.1.ii ,r Y !I `1 I' •.�� RJ �r , 1 �1 �,`
t�rr {?�' i•,',t 1. _ �. `- r��ib{lJia,� '? 4Y''r - .i _--' - 1 - --..
•� � ��{}gip" Y t. "
iNMI
rS,
t f}r
d
Altz
}Y {
ul "err. //.��''�--_.� � � =xs•��.•-<•--- � _. .__ _.,.,, - — — l ,
70
its a
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Figure 23. Lemay Avenue culvert inlet.
Figure 24. Fossil Creek upstream of Lemay Avenue.
IIV. CHANNEL STABILIZATION ALTERNATIVES
' 4.1 General
In the preceding chapters, the results of the channel stability analysis along with the
mechanisms of bed and bank failure were discussed. This chapter will focus on the
alternatives available to stabilize the channel. Depending on the nature of the problem, the
' alternatives can be generally classified as bed stabilization measures or bank stabilization
measures. .
' 4.2 Bed Stabilization Measures
Stabilization of the channel bed may be accomplished through a number of alternative
measures. The purpose of these measures is to retard or limit the amount of erosion or
' degradation of the channel bed. In some instances, the bed stabilization alternative may be
utilized to reduce the effective slope of the channel; thereby reducing the channel velocity
tand promoting sediment deposition. Where channel slope changes are made, however, an
evaluation of the short-term and long-term impacts must be conducted. For example,
' placement of a structure to reduce the channel slope may stabilize the bed, but it may also
exacerbate upstream channel widening and bank erosion. In general, bed stabilization
alternatives can be grouped into four categories: grade control structures, drop structures,
check dams, and channel armoring.
' 4.2.1 Grade Control Structures
As the name implies, this alternative is placed to control the grade or slope of the
channel. Grade control structures consist of materials that will effectively resist the erosive
' forces associated with a given design flow event. The grade control structure will serve to
(1) limit the migration of a headcut migrating upstream, and (2) maintain the grade of a
channel bed that may be experiencing degradation. Example of grade control structures
presently located within the Fossil Creek study reach are the concrete cap and riprap
structures placed over the sanitary sewer crossings at Stations 29+10 and 35+30.
Grade control structures are traditionally subgrade structures placed at or below the
invert elevation of the channel bed. A typical diagram is provided in Figure 4.1. The depth
' of the structures must be greater than any lowering of the channel bed associated with local
scour or the migration of a potential headcut. Typical materials utilized to construct grade
42
1
1
1
1
FLOW
15
I
IEDDING
TYPICAL GRADE CONTROL- PROFILE VIEW
NO SCALE
8' TOPSOIL 3-
RIPRAP T OFILTER FABRIC
� V GRANULAR
TYPICAL GRADE CONTROL,- CROSS SECTION VIEW
NO SCALE
Figure 4.1 Typical Grade Control Schematic Diagram
43
' control structures include rock riprap, concrete rubble (proper size and gradation), and
reinforced concrete.
' 4.2.2 Drop Structures
Drop structures are commonly installed in channel reaches that are relatively steep
' and have high erosion potential. These structures tend to concentrate the fall in the channel
in one location and allow for energy dissipation associated with the erosive flows. In
' general, the effective slope of the channel upstream and downstream of the structure is
reduced.
' With respect to Fossil Creek, drop structures could be installed to reduce the effective
slope in highly erosive reaches experiencing severe bed degradation. However, this is not
the case within the study reach as general degradation or lowering of the channel bed is not
' apparent. More common within the study reach would be the placement of a drop structure
in conjunction with channel realignment when the overall length of the channel has been
reduced. A schematic diagram illustrating the details associated with a drop structure is
provided in Figure 4.2. Typical construction materials include rock riprap, concrete rubble,
' or reinforced concrete.
' 4.2.3 Check Dams
' Check dams are installed in channels to reduce the effective slope upstream of the
structure. Reducing the effective slope promotes a reduction in channel velocity; hence a
' reduction in channel erosion and an increased potential for sediment deposition. Important
considerations in placement of a check dam in Fossil Creek include: (1) increasing the
frequency of out -of -bank flows due to ponding upstream of the structure, (2) increased
' deposition creating the potential for increased channel widening, and (3) releasing flows with
an increased capacity to transport sediment thereby increasing the potential for downstream
' bed and bank erosion.
To ensure the channel flows stay within the channel, check dams should not exceed
' the height of the existing channel banks. Protection against channel degradation and scour
below the check dam should also be provided. Typical details associated with this structure
are provided in Figure 4.3. Check dams can be constructed from any erosion resistant
' material but generally consist of rock riprap.
U.1
'ABMC
15
TYPICAL DROP STRUCTURE PROFILE VIEW
NO SCALE
TYPICAL DROP STRUCTURE -CROSS SECTION VIEW
NO SCALE
Figure 4.2 Typical Drop Structure Schematic Diagram
45
NATIVE CHANNEL
FLOW
CONTROLLED
GRADIENT
30'
8'
OF CHANNEL BANK
V
V GRANULAR
BEDDING
FILTER FABRIC
2 0.5' .
TYPICAL CHECK DAM - PROFILE VIEW
NO SCALE *CHECK DAM HEIGHT 1.5' - 2.0' TO BE DETERMINED BY ENGINEER
TYPICAL CHECK DAM -CROSS SECTION VIEW
NO SCALE *CHECK DAM' HEIGHT IS - 2.0' TO BE DETERMINED BY ENGINEER
Figure 4.3 Typical Check Dam Schematic Diagram
46
1
41.4 Channel Armoring
Channel armoring is utilized to limit or prevent erosion of a specific location within
the channel. It is often utilized to provide protection at culvert outlets, spillway outlets or
transitions from storm drainage outfalls into the channel. Typical construction materials
include rock riprap, grouted riprap, or reinforced concrete. A schematic diagram of outlet
protection associated with a culvert is provided in Figure 4.4.
' 4.3 Bank Stabilization Measures
' Several techniques are available to mitigate the bank erosion and stability problems
within Fossil Creek. These techniques may range from the placement of the conventional
structural bank protection measures to biotechnical protection measures. Evaluation and
selection of the most appropriate techniques requires an understanding of the nature and
severity of the bank erosion at each location.
I
In general, the bank stabilization alternatives evaluated and considered appropriate
for Fossil Creek were classified as follows:
1
1
�1
Twe of Problem
Bed degradation,
toe erosion
Seepage
Failure Mechanism
Plane slip, cantilever
Rotation slip
Protection Measure
Revetment, retaining
walls, realignment
Seepage drains
Traditional structures that have been intentionally omitted include dikes and/or
retards. These type of structures serve to direct the erosive forces of the flow away from
the channel bank. Dikes are frequently utilized in large river systems consisting of defined
channels with a large width -to -depth ratio. Due to the narrow configuration of the Fossil
Creek channel coupled with the magnitude of the sustained flows, dikes are not a feasible
or appropriate bank protection measure.
4.3.1 Revetments
Revetments reduce bank erosion by providing a layer of material capable of resisting
the erosive force of the flowing water. The more conventional revetment consists of a
47
r�
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Extend riprop to height of culvert or
normal channel depth, whichever is smaller
Riprop�thickness on channel side slopes equal to 1.5e50
TIT4.-.1 or flatterrferred
31 maximum ra
Concrete cradle/cut off,
---•--A-.A As-A-11
PLAN
PROFILE
Downstream Channel
End slope at 1=1
Granular Bedding
Figure 4.4 Typical Schematic for Culvert Outlet Protection (Armoring)
48
' variety of materials including rock riprap, concrete facings, slotted or cellular concrete grids,
articulated blocks, rubber-tiremats, or gabion mattresses (Gray and Leiser, 1982). Alternate
forms of bank protection that have proven successful include the application of biotechnical
measures. In general, biotechnical slope protection systems consist of both structural and
' vegetative elements working together in a complementary or integrated manner (Gray and
Leiser, 1982).
Before deciding to use either structural or biotechnical measures, the extent of the
' bank stability problem (coverage) should be considered. If total bank protection is required,
shaping or regrading of the bank to a stable angle is necessary. Stable slope angles will vary
' based on the type of revetment with a slope angle of 1.5H:1V for articulated concrete to not
less than 2.5H:1V for rock riprap. Typical diagrams for various structural revetments are
provided in Figures 4.5 to 4.7.
Given the nature of the bank erosion in Fossil Creek, total bank protection is
generally not warranted. The predominant form of bank loss results from undercutting of
' the bank at the toe of the slope. Consequently, bank protection measures that offer a
solution to this form of erosion must be considered.
Erosion of the toe of a slope may be prevented by the placement of toe riprap or
other suitable materials/techniques. If mass wasting of the upper bank is likely, reduction
' in the bank slope and stabilization by means of vegetation or some form of biotechnical
measure will be necessary. The placement of vegetation should consider the planting of
native species. As indicated in Section 3.3.3, the stable bank slope within the study reach
ranges up to about 70 degrees for banks less than 5 feet high; however, for the majority of
channel banks within the study reach, the maximum stable bank slope is approximately
' 1H:1V. Regrading the channel banks to these limits should be accomplished prior to
revegetation. Where upper banks require the placement of more substantial protective
' measures, biotechnical alternatives should be installed. Suitable forms of biotechnical
protection include brush mattresses, branch packing, or cellular grids as presented in Figures
4.8 to 4.10.
43.2 Retaining Structures
As an alternative to the placement of toe riprap, retaining structures can be installed.
' In essence, toe riprap can be considered a form of retaining structure (rock gravity wall).
As with toe riprap, retaining structures placed at the toe of a slope promote stabilization by
' preventing mass movement and protecting the toe from scour and erosion. In general, the
retaining structures discussed in this section combine a structural measure to protect the toe
APPENDIX B
I
DEVELOPED CONDMON HYDROGRAPHS AND
HYDRAULIC PARAMETER PROFILES
L
1
1
DEVELOPED CONDITION HYDROGRAPHS AND
HYDRAULIC PARAMETER PROFILES
I
0
cq
M
0
co
N
0
N
0
00
.. j
3600 CFS
I
a
_I
2980 CFS
100—YEA
0—YEA
1680 CFS
12 0 CFS
10—YEAR
5— EAR
690 CFS
2—YEAR
0
0.
4. 5. 6. 7.
TIME (hrs)
8. 9. 10. 11. 12. 13. 14.
Figure B.1. Fossil Creek Hydrographs for
the 2- through 100-Year Events
Upstream of Trilby Road.
O
w
M
O
N
M
O
00
N
O
N
0
R
-- 4 1. 1 L. 1 r7. I '�•
TIME (h rs) Figure B.2. Fossil Creek xydrographs for
the 2- through 100-Year Events
Downstream of Lemay Avenue.
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
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00
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0.
1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14.
TIME (h rs) Figure' B.3. Fossil Creek Hydrographs for
the 2- through 100-Year Events
! Upstream of Lemay Avenue.
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
(6
?4
0
0.
11 9
C�
SEDIMENT ROUTING REACHES:
15
14
13
12
10
8
7
5
4 1
A
3
2
1
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_z
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-YEAR RETURN
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60. 120. 180. 240. 300. 360. 420. 480. 540.
Distance (x1O feet)
600. ;; 660. 720. 780. 840.
Figure B.4. Channel Flow Velocity
Profiles for the 2- and
100-Year Return Period
Events (Developed Condition).
i
1
1
1
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1
1
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11 9
5tUIMtNT HQUTING REACHES:
C:
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60. 120. 180. 240. 300. 360. 420. 480.
Distance (x10 feet)
540. 600. 660. 720. 780. 840.
Figure B.5. Hydraulic Flow Depth
Profiles for the 2- and
100-Year Return Period
Events (Developed Condition).
1
1
1
1
1
1
1
1
1
1
1
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Distance (x 1 0 f e e t) Figure B. 6. Effective Flow width
Profiles for the 2- and
100-Year Return Period
Events (Developed Condition).
1
APPENDIX C
HYDRAULIC ANALYSIS CALCULATIONS
(INCLUDING HEC-2 OUTPUT)
11
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'CURRENT DATE: 09-15-1992 FILE DATE: 09-15-1992
CURRENT TIME: 16:46:04 FILE NAME: TRLBYPR
'a6aaaa66a6aaa6a6aaaaaaaaaa6aaaa6a6a6aaaa6aa6aa6aaaa66aaa6a6666aaaa6aaaaaaaaaa66a
aaaaaaaaaaaaaaaa6aaaaaaaa6 FHWA CULVERT ANALYSIS a666aa6a666aa6aaaaaaaa6aaa
aaaaaaaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 3.2 aa6aaaaaaaaaaaaaaaaaaaaaa6
oaaaa6aaaa666aa6aa66a6aaaa6a666aaaaa666a6aa66aa6aaaaaaaaaaaaaaaa6666aaaaaaa6666a
'C SITE DATA CULVERT SHAPE, MATERIAL, INLET °
° u u666666a666a666666666a6aaaae666a666a6666aa6666666666666666a666a666aaaaa6666c
° L ° INLET OUTLET CULVERT ° BARRELS °
' ° V ° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET °
° (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE °
° 1 ° 76.10 75.00 75.01 ° 1 RCS 24.00 6.00 .020 CONVENTIONAL°
°2° ° °
° 3 ° ° °
° 4 ° ° °
,5 °
1 °6°
aaaaeaaaa666aa66aaa6aaaa6666a6aeaaaa666666aa6aa66a666666aaaaaa66666aaaaa6a6a6a6i
'aaaaaa6a6a6aaaa6aa66aaaaaaa66a6aaaa6a6aaaaaaaa66aa6a6aa66a6aaaa6aa6a6aaaaa6666a6
SUMMARY OF CULVERT FLOWS (CFS) FILE: TRLBYPR DATE: 09-15-1992
ELEV (FT) TOTAL
1
2
3
4
5
6
ROADWAY ITR
76.10 0
0
0
0
0
0
0
0 1
81.78 400
400
0
0
0
0
0
0 1
84.30 800
800
0
0
0
0
0
0 1
92.40 1200
1200
0
0
0
0
0
0 1
'
94.70 1600
1600
0
0
0
0
0
0 1
96.13 2000
1815
0
0
0
0
0
165 9
96.31 2400
1744
0
0
0
0
0
642 5
'
96.45 2800
1635
0
0
0
0
0
1142 4
96.58 3200
1489
0
0
0
0
0
1691 4
96.T1 3600
1236
0
0
0
0
0
2345 4
'
l 96.85 4000
914
0
0
0
0
0
3069 4
96.00 1834
1834
0
0
0
0
0 OVERTOPPING
aaaaaaaaa6aaaaa6aa6a6aaaaa66666aaaaaa6a6a6aaaaaaaa66aaa6aa6aaaaaa66aaaaaaaaaa6aa
'
a666a66aaaaaa6a6aaaaaaaa66aaaa6aaa6a6aaaaaaaaaa6aaa6aaa66aaaaaaaaaaaaaaaaaa6aa66
SUMMARY OF ITERATIVE
SOLUTION
ERRORS
FILE:
TRLBYPR
DATE:
09-15-1992
'
HEAD
HEAD
TOTAL
FLOW
% FLOW
ELEV(FT)
ERROR(FT)
FLOW(CFS)
ERROR(CFS)
ERROR
76.10
0.00
0
0
0.00
'
81.78
0.00
400
0
0.00
84.30
0.00
800
0
0.00
92.40
0.00
1200
0
0.00
94.70
0.00
1600
0
0.00
'
96.13
-0.00
2000
19
0.95
96.31
-0.01
2400
15
0.61
96.45
-0.00
2800
24
0.84
'
96.58
-0.00
3200
20
0.62
96.71
-0.00
3600
19
0.54
96.85
-0.00
4000
17
0.43
aaaaaaaaaaaaaaaa6aaaaaaaaaa6aaaaa6aaaaaaaaaaaa66aaaaaa6aaaaaaaa6aaaaa666aaaaaaa6
<1> TOLERANCE (FT) =
0.010
<2>
TOLERANCE
M
= 1.000
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa6aaa6aaaaaaaa66aaaaaaaaaaaaaaaaaa6aa6a
2
CURRENT DATE: 09-15-1992 FILE DATE: 09-15-1992
CURRENT TIME: 16:46:04 FILE NAME: TRLBYPR
'66666666666666666666666666666666666666666666666666666666666666666isiis 666666666
66666666666666666666666666 CULVERT # 1 666666a6666666666666666666
66666666666666666666666666666666666666666666666666666666666666666666666666666666
' PERFORMANCE CURVE FOR 1 BARREL(S)
0 HWE TWE ICH OCH FLOW CCE FCE TCE VO
(cfs) (ft) (ft) (It) (ft) TYPE (ft) (It) (ft) (fps)
' 0 76.10 75.30 0.00 -0.80 0-NF 0.00 76.10 0.00 0.00
400 81.76 81.30 3.11 5.66 1-S1 0.00 0.00 0.00 2.78
800 84.30 83.50 4.99 8.20 4-FF 0.00 0.00 0.00 5.56
' 1200 92.40 90.60 6.73 16.30 4-FF 0.00 0.00 0.00 8.33
1600 94.70 91.50 8.76 18.60 4-FF 0.00 0.00 0.00 11.11
1815 96.12 92.00 10.07 20.02 4-FF 0.00 0.00 0.00 12.61
1744 96.30 92.50 9.61 20.20 4-FF 0.00 0.00 0.00 12.11
1635 96.44 93.10 8.96 20.34 4-FF 0.00 0.00 0.00 11.35
1489 96.57 93.80 8.15 20.47 4-FF 0.00 0.00 0.00 10.34
1236 96.71 94.80 6.89 20.61 4-FF 0.00 0.00 0.00 8.58
914 96.84 95.80 5.48 20.74 4-FF 0.00 0.00 0.00 6.34
EL. inlet face invert 76.10 It EL. outlet invert 75.00 It
' El. inlet throat invert 0.00 ft El. inlet crest 0.00 It
66666666666666666666666666666666666666666666666666666666666666666666666666666666
SITE DATA ***** CULVERT INVERT **************
INLET STATION (FT) 0.00
INLET ELEVATION (FT) 76.10
' OUTLET STATION (FT) 75.00
OUTLET ELEVATION (FT) 75.00
NUMBER OF BARRELS 1.00
' SLOPE (V-FT/H-FT) 0.0147
CULVERT LENGTH ALONG SLOPE (FT) 75.01
***** CULVERT DATA SUMMARY ************************
' BARREL SHAPE BOX
BARREL SPAN 24.00 FT
BARREL RISE 6.00 FT
' BARREL MATERIAL CONCRETE
BARREL MANNING'S N 0.020
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL SQUARE EDGE (30-75 DEG. FLARE)
INLET DEPRESSION NONE
' 666666666666666666666666666666666666666666666666666666666666666666666666666a6666
CURRENT DATE: 09-15-1992 FILE DATE: 09-15-1992
CURRENT TIME: 16:44:46 FILE NAME: TRLBYLOW
'a6666666666666666666666aa66666666666666666666666666abbbbba6666666666666666666666
66666666666666666666666666 FHWA CULVERT ANALYSIS 66666666666666666666666666
a666666666666abbba666666a6 HY-8, VERSION 3.2 666666a6666666666666666666
o666b66666666666666666aba6666660666666666666666666a6666a66W6666666"6666666664
'C SITE DATA CULVERT SHAPE, MATERIAL, INLET °
' U u666666666666a66666abbba666e66666666666666666666666a66a66aabbba666666666666�
L ° INLET OUTLET CULVERT BARRELS °
'' V ° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET °
° (FT) (FT) (FT) ° MATERIAL (FT) (FT) n TYPE °
1 ° 76.10 75.00 75.01 ° 1 RCB 24.00 6.00 .020 CONVENTIONAL°
1 ' 2 ° ° °
,3 °
°4°
°5°
1 ° 6
6666e666666666666666666abbbbbbbe6666666666aa66666a66666a66666666666666666666666i
'abbbbbbbbbbbbbabbababbbba6666666666666666666666666666a666666666666abbaba66666666
SUMMARY OF CULVERT FLOWS (CFS) FILE: TRLBYLOW DATE: 09-15-1992
'
ELEV (FT) TOTAL
76.10 0
1
0
2
0
3
0
4 5
0 0
6
0
ROADWAY ITR
0 1
78.22 40
40
0
0
0 0
0
0 1
78.36 80
80
0
0
0 0
0
0 1
'
78.48 120
120
0
0
0 0
0
0 1
77.79 160
160
0
0
0 0
0
0 1
78.06 200
200
0
0
0 0
0
0 1
78.31 240
240
0
0
0 0
0
0 1
'
78.55 280
280
0
0
0 0
0
0 1
78.98 320
320
0
0
0 0
0
0 1
79.37 360
360
0
0
0 0
0
0 1
'
79.74 400
400
0
0
0 0
0
0 1
96.00 2934
2934
0
0
0 0
0 OVERTOPPING
a66666666666aaaabbabba66666666666666666666666666666abbabbbbba666abba666666666666
'
aabbbbabbba66aa6666abbbaa66666a666666666666a66666666666666666666a66a6666666666a6
SUMMARY OF ITERATIVE
SOLUTION
ERRORS
FILE:
TRLBYLOW
DATE:
09-15-1992
'
HEAD
HEAD
TOTAL
FLOW
% FLOW
ELEV(FT)
ERROR(FT)
FLOW(CFS)
ERROR(CFS)
ERROR
76.10
0.00
0
0
0.00
78.22
0.00
40
0
0.00
78.36
0.00
80
0
0.00
78.48
0.00
120
0
0.00
77.79
0.00
160
0
0.00
'
78.06
0.00
200
0
0.00
78.31
0.00
240
0
0.00
78.55
0.00
280
0
0.00
'
78.98
0.00
320
0
0.00
79.37
0.00
360
0
0.00
79.74
0.00
400
0
0.00
'abbbbaa666666a66a6666666666666666a6666666666666a66666666666666a66a66666aa6666666
<1> TOLERANCE (FT) =
0.010
<2> TOLERANCE
M
= 1.000
bbbbbbbbbbbbbbba66666666a666666666666666666666666666666a66666666aabba6666a666666
2
'
CURRENT
DATE: 09-15-1992
FILE DATE:
09-15-1992
CURRENT
TIME: 16:44:46
FILE NAME: TRLBYLOW
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
aaaaaaaaaaaaaaaaaaaaaaaaaa
CULVERT
# 1
aaaaaaaaaaaaaaaaaaaaaaaaaa
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
'
PERFORMANCE
CURVE
FOR
1 BARREL(S)
a
HWE
TWE
ICH
OCH
FLOW
CCE
FCE
TCE
VO
(cfs)
(ft)
(ft)
(ft)
(ft)
TYPE
(ft)
(ft)
(ft)
(fps)
'
0
76.10
75.00
0.00
-1.10
0-NF
0.00
76.10
0.00
0.00
40
78.22
75.60
0.69
2.12
6-FF
0.00
0.00
0.00
2.78
80
78.36
76.20
1.06
2.26
6-FF
0.00
0.00
0.00
2.78
'
120
78.48
76.80
1.39
2.38
6-FF
0.00
0.00
0.00
2.78
160
77.79
77.40
1.69
-2.03
5-52
0.00
0.00
-0.00
7.53
200
78.06
78.00
1.96
-0.73
5-52
0.00
0.00
0.00
8.71
'
240
78.31
78.60
2.21
0.54
5-52
0.00
0.00
0.00
8.74
280
78.55
79.20
2.45
1.80
5-S2
0.00
0.00
0.00
9.63
320
78.98
79.70
2.68
2.88
5-52
0.00
0.00
0.00
2.84
360
79.37
79.90
2.90
3.27
5-52
0.00
0.00
0.00
3.06
400
79.74
80.10
3.11
3.64
5-S2
0.00
0.00
0.00
3.27
' El. inlet face invert 76.10 ft El. outlet invert 75.00 ft
El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
**************
***** SITE DATA ***** CULVERT INVERT
INLET STATION (FT)
0.00
INLET ELEVATION (FT)
76.10
'
OUTLET STATION (FT)
75.00
OUTLET ELEVATION (FT)
75.00
'
NUMBER OF BARRELS
SLOPE (V-FT/H-FT)
1.00
0.0147
CULVERT LENGTH ALONG
SLOPE (FT)
75.01
CULVERT DATA SUMMARY
************************
BARREL SHAPE
BOX
BARREL SPAN
24.00 FT
BARREL RISE
6.00 FT
'
BARREL MATERIAL
CONCRETE
BARREL MANNING'S N
0.020
'
INLET TYPE
INLET EDGE AND WALL
CONVENTIONAL
SQUARE EDGE
(30-75 DEG. FLARE)
INLET DEPRESSION
NONE
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
3
' CURRENT DATE: 09-15-1992 FILE DATE: 09-15-1992
CURRENT TIME: 16:44:46 FILE NAME: TRLBYLOW
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
aaaaaaaaaaaaaaaaaaaaaaaaaa TAILWATER aaaaaaaaaaaaaaaaaaaaaaaaaa
'aaaaaaaaaaaaaaaaaaaaAaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa�aaaaaaaaaaa
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaAaaaaaaaa
TAILWATER RATING CURVE
' FLOW(CFS) W.S.E.(FT)
0 75.00
40
75.60
'
80
76.20
120
76.80
160
77.40
'
200
78.00
240
78.60
280
79.20
320 79.70
360 79.90
400 80.10
' aaaa��aaa�A�aaaaaaaa�aaaaaaaaaaaaaaaaaaaaaaaaaaa�a�aAaaaaaaaaaaaaaa5aaaaaaaaaaaa
aaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH (FT) 24.00
USER DEFINED ROADWAY PROFILE
CROSS-SECTION X Y
COORD. NO. (FT) (FT)
' 1 50.00 110.00
2 100.00 99.00
3 180.00 98.00
4 400.00 96.00
' 5 1100.00 96.00
6 1650.00 96.00
7 1690.00 98.00
' 8 1725.00 99.00
9 1800.00 110.00
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaa
1
I
CURRENT DATE: 09-15-1992
CURRENT TIME: 16:46:04
3
FILE DATE: 09-15-1992
FILE NAME: TRLSYPR
' aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
aaaaaaaaaaaaaaaaaaaaaaaaaa TAILWATER aaaaaaaaaaaaaaaaaaaaaaaaaa
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
' aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
TAILWATER RATING CURVE
FLOW(CFS) W.S.E.(FT)
0 75.30
400 81.30
800 83.50
1200 90.60
1600 91.50
2000 92.00
2400 92.50
2800 93.10
3200 93.80
3600 94.80
4000 95.80
'aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
aaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH (FT) 24.00
' ***** USER DEFINED ROADWAY PROFILE
CROSS-SECTION x Y
COORD. NO. (FT) (FT)
1 50,10 110*01
2 100.00 99.00
3 180.00 98.00
4 400.00 96.00
5 1100.00 96.00
6 1650.00 96.00
7 1690.00 98.00
8 1725.00 99.00
9 1800.00 110.00
aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
co
Vi
It
w
50
h
I
I
Figure 4.6 Cable -Tied Concrete Block Revetment System
1
k
Figure 4.7 Diagram of Gabion Revetment
planted aria s•etactee
from g.et..g.
TYPICAL CROSS SECTION TYPICAL
nr �9lelrgsn6' 9tantingen3' QLEVATION
;a�raraesraa.renan30'eeca., _
t.�.�•.�..w.�.�L. r/\J�\ stakes driven a 3'cdnbi/
$loped for Y e_" .110 over
with NaggalK
planting poly �\ x a a i re ever brush of
a ind.corea._��
Average maximum high worse _
Far flood -plain heights of ISx \ �
or Iess above IOw .atom A' /r
Druen mowing extends 10 �'/ ig. a
fop Of bank as indicated.+ro ` 'i• C e
Stakes driven On
Centers each way. m � �—
Minimum length V.
Minimum diddle?or 3j S .0
80T TOM raw V7:
Of ftOlfef LOw-wOtef line
TYPICAL SECTION DETAIL s long. =T— —
+/ Min [tone l2'
e �. Stone riprap .. �,•
e/ ♦.- Min. 3! as required.A.
r3 ` Wires twisted tight
4. .\bet.een stakes.
,. 'r �. 1
Stokes notched
.5 Lr}L ;1>n� for No. 9goiv.
wire.
�• /• 8rusn martinq
(Tin 12_rnick)be wood to
Wlree t qh
ELEVATION DETAIL
Figure 4.8 Details for Brush Matting (Edminster et al., 1949)
Oirsctlon of current
W'.Ilop or alder brush
laid sh(ngls fashion.
working upsrrsam.
Batts placed u9stream
and tns ails of Ins
brush inclined OpproD
30 as Indicarsd.
1
1
1
1
sod
J. 5 m �-
0.90 _:_
Figure 4.9 Diagram of Branch Pacldng (Schiechtl, 1980)
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Vertical risers
Vegetation
(Not drawn to scale)
4 "x 4 " risers
2''x 6 "steps (attached by
joist hangers)
' 1 /
�--v Earth Anchors
• Horizontal steps (2 "x 6p)
Figure 4.10 Schematic Diagram of Cellular Ladder Grid
1
11
[I
I�
1
1
of the slope with biotechnical protection along the upper bank. Consequently; all the
retaining structures can be considered a form of biotechnical slope protection.
Retaining structures fall into two broad categories: (1) toe wall structures, and (2) toe
bench structures. The differences in the two types of structure are illustrated in Figure 4.11.
Selection of a suitable retaining wall for biotechnical slope protection depends on such
considerations as site constraints, availability of materials, appearance of the wall, ease of
construction, opportunities for incorporating vegetation into the structure and cost (Gray
and Leiser, 1982). With regard to this study, retaining structures were classified into one
of the following categories:
1. Rock gravity walls
2. Crib or bin walls
3. Gabion walls
4. Reinforced earth walls
Schematics of each retaining structure are provided in Figure 4.12.
4.33 Channel Realignment
In locations where excessive bank stabilization will be necessary to control bank
erosion, channel realignment should be considered. These locations include reaches of the
channel with very tight (small radius of curvature) meander bends with actively migrating
banks or reaches where a meander cutoff is impending. A good example of a recent
meander cutoff is the reach of Fossil Creek near Station 8+00.
Before changing the alignment of the existing channel, the following items should be
considered:
1. sinuosity and radius of curvature of the existing channel throughout the study
reach;
2. channel geometry;
3. presence of artificial or natural grade control structures; and
4. existing channel slope through the channel section to be realigned.
Sinuosity and radius of curvature should be selected to coincide with the results of the
geomorphic investigation. To the maximum extent possible, the realigned channel should
56
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Original Slope
i 2
Plants a Shrubs
Reworked
Toe -Wall Flattened Slope
1
Trees a Shrubs -ram t
Original Slope
Toe -Bench
Structure
/-Lo
evel Bockfill
rBench
Figure 4.11 Schematic Diagram of Toe Wall and Toe Bench Structures
CRIB WALL
�K
(masonry, rock, concrete)
.rete GRAVITY WALLS
GABION WALL
Heintorcing
Strips
REINFORCED EARTH STRUCTURE
Figure 4.12 Basic Types of Retaining Structures
P
n
1
incorporate the sinuosity and radius of curvature exhibited in the more stable reaches of the
existing channel.
Channel geometry should be consistent with the channels upstream and downstream
of the realignment. Based upon the results of this study, the Fossil Creek channel should
also be capable of conveying the channel forming discharge of approximately 690 cfs which
corresponds to the 2-year flow event.
If the channel realignment involves a reduction in channel length, hence an increase
in slope, a grade control structure or drop structure may be required to maintain channel
stability upstream of the proposed realignment. In addition, if a grade control structure
presently exists within a reach identified for realignment, then the new channel should
incorporate a grade control structure to minimize the potential for upstream bed
degradation.
Finally, bank protection will be necessary with relocation of the channel. To promote
the stability of the new channel, a combination of vegetation or biotechnical measures
should be implemented along the channel banks.
43.4 Seepage Drains
Seepage on cut slopes is often a major cause of bank erosion. Although this is not
evident within the study reach of Fossil Creek, a brief discussion of alternatives to control
this problem will be presented. In general, techniques to control seepage can be grouped
into methods to control shallow seepage versus deep-seated seepage.
Shallow seepage can be controlled by the construction of seepage ditches in areas
above the cut slopes. Figure 4.13 provides a schematic of a conventional seepage ditch.
Where the seepage is deep-seated, alternatives to convey water from a cut slope include
the placement of live fascine drains or gravel drains. Fascine drains consist of live branches
wired into long, sausage -like bundles approximately 1 to 2 feet in diameter. The fasciae
bundles are then placed into ditches and covered with soil (Schiechtl, 1980).
The gravel drains involve the placement of a permeable material along the toe of the
slope. In conjunction with the permeable material, a drain pipe is often placed to assist in
conveying the seepage water away from the slope. Illustrations of the fascine drain and
gravel drain are provided in Figures 4.14 and 4.15, respectively.
Prior to the placement of either the fascine or gravel drain, the cut slope should be
regraded to a stable slope angle. For this study, the maximum stable angle is approximately
1H:1V. In addition, vegetation of the graded slope is also vital to the establishment of a
stable bank.
59
k
11
1
1
• ♦ •
4i ���• ���� �i
FASCINE DRAIN BRANCH DRAIN POLE DRAIN ROCK DRAIN
•
�� • . �
WIRE MESH DRAIN DOHLEN D-PIPE'DRAIN
Figure 4.13 Types of Seepage Ditch Constructions (Schiechtl, 1980)
r
- 30- 40cm--4- 60 -80cm
�-- 60 - 80cm --b—
1
gravel fill
\ 1
" live plug (large cutting)
dead
Figure 4.14 Diagram of Three Types of Live Fascine Drains
drain pipe wedge. (vegetated)
Figure 4.15 Schematic of a Gravel Drain (Schiechtl, 1980)
' 4.4 Selection of Alternative Protection Measures
' The selection of bed or bank protection alternatives will depend on the location and
type of bed and bank erosion within Fossil Creek. Stabilization alternatives that warrant
U
H
consideration include, but should not be limited to those presented in the preceding
paragraphs. The evaluation and selection of the most appropriate stabilization alternative
will depend on several factors. These factors include: (a) type of erosion (bed versus
bank); (b) cause of the erosion (seepage, undercutting of the toe, etc.); and (c) location and
severity of the erosion. At each location where the need for a stabilization measure has
been identified, site characteristics and constraints, feasibility and ease of construction, and
availability of materials and maintenance requirements should all be considered. Additional
factors that must be considered in the final evaluation and selection of alternatives include:
(1) impact on wildlife and threatened and endangered species, (2) permitting requirements,
(3) the need for additional right-of-ways and easements or the acquisition of property, and
(4) safety issues associated with placement of structures in an urban environment.
63
1
V. SUMMARY AND RECOMMENDATIONS
Both qualitative and quantitative channel stability analyses were completed during the
course of this study to evaluate and characterize the stability of the Fossil Creek channel
between Trilby Road and Lemay Avenue. In addition, various bed and bank stabilization
alternatives were presented as possible improvement options in the event stabilization
efforts are found to be necessary within the study reach.
The results of the study indicated that with respect to bed level fluctuations the Fossil
Creek channel within the study reach is relatively stable with minimal potential for
significant downcutting of the bed. This condition is primarily a result of both the presence
of man-made grade controls and a high potential for armoring of the channel bed. In light
of this result, it is generally recommended that additional grade controls not be placed
within the study reach. Because of the geomorphic setting and hydraulic conditions,
artificially holding the bed at or above grade may exacerbate upstream channel widening
and bank erosion. If natural or man-made processes result in channel straightening in the
reach, grade controls may considered if general scour is observed; however, the high
potential for armoring would likely inhibit significant channel downcutting.
The results of the bank stability analysis indicated that within Paragon Point the
potential for bank failure varies from the east to west bank. Along the east side of the
channel, against the bluff, the critical bank heights tend to be greater and the stable bank
slopes tend to be steeper than on the west side. In addition, there is greater potential for
the channel to migrate to the west than into the bluff to the east. The analysis of historical
aerial photographs demonstrated that, in the locations with the highest banks, the current
channel alignment is at its eastern -most position of the last 40 years. The general tendency
at the present time is for the channel to migrate to the west. The consequence of these
observations and results is that a wider erosion buffer limit is generally provided along the
``J°�,Pasf side of the channel.
Analysis of aerial photographs dating from 1950 to 1987, and field observations during
1992 form the basis for delineation of the erosion buffer limits shown on Sheets 4 and 5.
Consequently, if the creek is left in its current state, these boundaries represent the
maximum expected extent of channel migration and bank erosion along the study reach
which may occur over the next 40 years. It is recommended that structural improvements
not be allowed within the buffer limits unless bank protection measures are implemented.
If it becomes necessary to safeguard improvements which already exist within the buffer
limits, bank protection measures may be used to effectively narrow the envelope of potential
channel migration and bank erosion.
64
' Specific bank erosion protection measures are not recommended at this time; however,
if property or structures become endangered by bank erosion, the protection measures
presented in Chapter IV provide several alternatives for stabilizing either portions of or
entire banks as required. It is recommended that before implementing any stabilization
' measures, an analysis be conducted of the measures under consideration in order to assess
the potential for adverse impacts either upstream or downstream of the affected area.
L
u
n
1
65
IVI. REFERENCES
1. U.S. Department of Transportation, Federal Highway Administration, September 1985.
"Hydraulic Design of Highway Culverts", Hydraulic Design Series No. 5, Report No.
FHWA-IP-85-15, McLean, Virginia.
2. Simons, D.B. and F. Senturk, "Sediment Transport Technology". Water Resources
' Publications, Fort Collins, CO, 1977.
3. Vanoni, V.A., "Sedimentation Engineering". American Society of Civil Engineers,
1975.
4. Gray, D.H. and A.T. Leiser, 'Biotechnical Slope Protection and Erosion Control".
' Van Nostrand Reinhold Company, New York, 1982.
5. Schiechtl, H., "Bioengineering for Land Reclamation and Conservation". University
' of Alberta Press, Alberta, Canada, 1980.
6. Simons, Li & Associates, Inc., August 1982. "Fossil Creek Drainage Basin, Master
' Drainageway Planning Study". Prepared for the City of Fort Collins, Larimer County,
and the Colorado Water Conservation Board.
' 7. Lidstone & Anderson, Inc., November, 1991. "PreliminM Drainage Plan for Overall
Development Plan for Paragon Point P.U.D " Prepared for TST, Inc., Fort Collins,
' Colorado.
1
66
APPENDIX D
1T"
,, FOSSIL CREEK CROSS SECTIONS
LLJ
O
O
0i N
Q� C
Q1 0
Y 4J
W U194
W co (0
M I
U cn
J c
H O
cn L
cn U
O
L
0
rn
v
Ln 0 m O in 0
0 0 rn m CO m
rn m CO co m m
v v v v v v
(499_j) uot-.enaL�3
0
0
N
m
O
0
0
m
0
0
00
N
101
0
0
Q
Ql
O 4J
0
N
N
0 U
0 C
0 (o
N -P
U)
.ri
0
0
co
0
0
cn
0
0
v
0
O
CU
0
0
0
.1
uO co
r
ao
IT
W
> 0
CE 0 .
O
m
Q� c
0
Y 4'
W U
0
U
J �
H 0
Cf) L
Cf) U
O
W
EEO'
Ob0'
0 0 0 to 0 rn m m co
rn m m co co co m
v v v v v 17 IT
(-4aaJ) u0142A@IE
0
0
N
m
0
0
0
m
0
0
co
N
•
10
t
0
0
V
O (J
0 LL
N
cU
Q1
0 U
0 C
0 (o
N 4-)
U)
.r,
0
0
co
0
0
co
0
0
v
0
0
N
0
0
0
:T
to co
N
co
IT
W
> O
CE O .
O
O
C C
m O
,71
Y +'
W U
W O
FF 1 c
U o
co
H O
L
cn � U
O
1
,ZEo
0
v
O
0
rn
v
LO
O
rn
v
o m o LO 0
o m m co co
(D m m co co
v v v v v
(-4aa_J) uOt-.enaL]
0
0
N
m
0
0
0
m
0
0
m
N
0
0
m
N
O
0
V
N
QJ
o O
o LL
N
N
O U
o C
0 (o
(U p
00
0
m
0
0
LO
0
0
v
0
0
N
0
0
0
1•
LO m
N
a)
v
W
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APPENDIX E
BED AND BANK MATERIAL GRADATION CURVES
I
1
1
ao'
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n
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CD
o
3
►,
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Percent Passing
0. 25. 50. 75. 100.
��Il�al
Ll�m% ML
m
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1
Table D.1. Representative Bed Material Gradation Curve for the Study Reach.
>:Particle.;Stze <:::<:::::::::»::>:<:»
..........................Perce:.:.::
<:::::::.......... _....::..:.......:............. .
0.075
0.0
0.125
2.5
0.212
6.5
0.300
9.8
0.425
13.3
0.600
16.3
1.18
24.5
2.00
32.8
2.36
38.5
4.75
59.5
9.50
78.3
12.5
85.3
19.0
94.0
25.0
99.0
37.5
100.0
1
Colorado State University
Engineering Research Center
Sedimentation Laboratory
Performed for: Lidstone & Anderson, Inc.
Date of Test: 9/16/92 Performed by: S.A.H.
Sample No. FC #1
Total Sample Weight (gm) 663.9
Sieve
No.
Mesh
Size
(inches)
Weight of -
Soil Retained
(grams)
Cumulative Soil
Wt. Retianed
(grams)
Percent
Passing
2"
2"
0.0
0.0
100.0
1-1/2,
1-1/2,
0.0
0.0
100.0
1"
1"
0.0
0.0
100.0
3/4"
3/4"
0.0
0.0
100.0
1/2"
1/2"
0.0
0.0
100.0
3/8"
3/8"
0.0
0.0
100.0
4
0.187
32.3
32.3
95.1
8
0.0937
52.6
84.9
87.2
10
0.0787
6.4
91.3
86.2
16
0.0469
39.9
131.2
80.2
30
0.0232
67.3
198.5
70.1
40
0.0164
75.8
274.3
58.7
50
0.0116
107.2
381.5
42.5
70
0.0083
137.7
519.2
21.8
120
0.0049
61.7
580.9
12.5
200
0.0029
25.9
606.8
8.6
Pan
57.1
663.9
0.0
1
1
1
1
1
1
1
1
1
1
Colorado State University
Engineering Research Center
Sedimentation Laboratory
Performed for: Lidstone & Anderson, Inc.
Date of Test: 9/16/92 Performed by: S.A.H.
Sample No. FC #2
Total Sample Weight (gm) 799.5
Sieve
No.
Mesh
Size
(inches)
Weight of
Soil Retained
(grams)
Cumulative Soil
Wt. Retianed
(grams)
Percent
Passing
2"
2"
0.0
0.0
100.0
1-1 /2"
1-1/2-
0.0
0.0
100.0
1 "
1 "
44.5
44.5
94.4
3/4"
3/41
29.8
74.3
90.7
1 /2"
1 /2"
45.3
119.6
85.0
3/8"
3/8"
19.5
139.1
82.6
4
0.187
134.7
273.8
65.8
8
0.0937
114.2
388.0
51.5
10
0.0787
23.2
411.2
48.6
16
0.0469
59.2
470.4
41.2
30
0.0232
52.2
522.6
34.6
40
0.0164
19.5
542.1
32.2
50
0.0116
16.5
558.6
30.1
70
0.0083
17.4
576.0
28.0
120
0.0049
36.5
612.5
23.4
200
0.0029
28.8
641.3
19.8
Pan
158.2
1 799.5
1 0.0
1
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APPENDIX F
I
REACH-AVERAGED HYDRAULIC PARAMETERS
FOR DEVELOPED CONDMONS
H
'
note:
reach lengths have been editted from original
output
III
NUMBER OF REACHES 15
'
NUMBER OF PROFILES
8
REACH
AVERAGE HYDRAULICS
--------------------------
REACH
TOTAL
ENERGY
HYDRAULIC
CHANNEL
EFFECTIVE
REACH
LENGTH
DISCHARGE
SLOPE
DEPTH
VELOCITY
WIDTH
'
(FT)
(CFS)
(FT/FT)
(FT)
(FPS)
(FT)
PROFILE 1
1
690.0
109.0
.00282812
1.594
3.078
23.1
2
246.0
101.1
.01332614
1.064
4.701
23.0
'
3
690.0
100.0
.00127718
2.195
2.403
19.0
4
870.0
100.0
.00201131
1.936
2.841
18.2
'
5
6
626.0
5.0
100.0
100.0
.00432266
.01850491
1.571
1.064
3.552
5.874
19.0
16.0
7
769.0
100.0_
.00337991
2.109
2.959
19.4
ISO �1='S
8
680.0
100.0
.00093409
2.207
2.192
20.9
'
Lz>v= FLc^J
9
5.0
100.0
.00189015
2.424
3.170
13.0
`-
10
640.0
100.0
.00138036
2.034
2.538
19.9
11
5.0
100.0
.01513761
1.289
6.429
12.1
12
940.0
100.0
.00215820
2.225
3.268
14.1
'
13
500.0
100.0
.00075107
2.550
2.167
18.3
14
740.0
100.0
.00142516
2.150
2.692
17.3
15
710.0
100.0
.00468551
1.884
3.789
14.9
'
PROFILE 2
1
690.0
217.0
.00304738
2.281
4.045
24.1
2
246.0
202.2
.00615019
1.866
4.688
25.2
3
690.0
200.0
.00148203
2.916
3.091
22.2
'
4
870.0
200.0
.00219767
2.506
3.685
21.0
5
626.0
200.0
.00387592
2.279
4.364
20.9
6
5.0
200.0
.00983771
2.030
6.158
16.0
'
7
769.0
200.0
.00233728
2.767
3.455
23.5
8
680.0
200.0
.00096853
3.160
2.790
22.9
9
5.0
200.0
.00201242
3.507
4.184
13.0
'
F-=16J
10
640.0
200.0
.00131161
2.859
3.122
22.9
11
5.0
200.0
.00632078
2.165
5.773
16.0
12
940.0
200.0
.00221881
3.026
3.956
16.8
13
500.0
200.0
.00089866
3.371
2.793
21.5
'
14
740.0
200.0
.00148009
2.997
3.375
19.9
15
710.0
200.0
.00467706
2.399
4.776
18.6
'
PROFILE 3
1
690.0
435.0
.00292"0
3.103
5.091
26.7
2
246.0
404.4
.00460082
2.859
5.269
28.6
3
690.0
400.0
.00158112
3.872
3.948
24.8
'
4
870.0
400.0
.00230411
3.669
4.596
21.0
5
626.0
400.0
.00344584
2.620
5.278
29.6
6
5.0
400.0
.00806730
3.442
7.263
16.0
7
769.0
400.0
.00160763
3.435
3.915
28.5
'
C
8
680.0
400.0
.00119121
4.255
3.697
25.2
9
5.0
400.0
.00228037
4.801
5.492
13.0
10
640.0
400.0
.00106600
4.256
3.647
23.6
'
11
5.0
400.0
.00436549
3.581
6.710
16.0
12
940.0
400.0
.00216147
4.450
4.904
17.5
13
500.0
400.0
.00115386
3.918
3.696
28.1
'
14
740.0
400.0
.00161932
4.213
4.329
20.6
15
710.0
400.0
.00177774
3.945
4.435
20.1
'
PROFILE 4
1
690.0
750.0
.00306895
4.065
6.114
26.7
2
246.0
697.4
.00438513
3.915
6.354
28.6
3
690.0
690.0
.00148777
5.094
4.454
24.8
'
4
870.0
690.0
.00242797
4.826
5.396
21.0
5
626.0
690.0
.00333815
3.379
6.085
32.1
6
5.0
690.0
.00852196
4.501
8.872
16.0
7
769.0
690.0
.00123863
4.490
4.142
28.5
'
�-
8
680.0
690.0
.00137915
5.223
4.567
26.7
9
5.0
690.0
.00284633
5.870
7.016
13.0
10
640.0
690.0
.00100779
5.484
4.175
23.6
11
5.0
690.0
.00627658
4.308
9.100
16.0
12
940.0
690.0
.00152707
5.821
5.085
17.5
13
500.0
690.0
.00150727
4.845
4.641
29.6
t
14
740.0
690.0
.00153653
5.454
4.911
20.6
15
710.0
690.0
.00131033
5.395
4.544
20.1
PROFILE 5
1
690.0
1210.0
.00218167
5.468
6.009
26.7
'
2
2".0
1211.5
.00425169
5.362
7.597
28.6
3
690.0
1230.0-
.00156269
6.576
5.221
24.8
4
870.0
1230.0
.00244843
6.308
6.376
21.0
5
626.0
1230.0
.00305780
4.661
6.992
32.1
6
5.0
1230.0
.00193075
7.237
5.795
16.0
7
769.0
1230.0
.00040560
7.100
3.028
28.5
8
680.0
1230.0
.00056993
8.534
3.862
26.7
'
5-yam
9
5.0
1230.0
.00075795
9.830
5.105
13.0
�-
10
640.0
1230.0
.00019872
9.643
2.688
23.6
11
5.0
1230.0
.00037089
9.734
3.809
16.0
'
12
940.0
1230.0
.00014850
11.368
2.455
17.5
13
500.0
1230.0
.000085"
10.249
1.737
33.2
14
740.0
1230.0
.00002558
13.142
1.090
20.6
'
15
710.0
1230.0
.00000680
13.877
.606
20.1
PROFILE 6
1
690.0
1570.0
.00159204
6.547
5.662
26.7
2
246.0
1639.3
.00438365
6.289
8.456
28.6
'
3
690.0
1680.0
.001607"
7.510
5.663
24.8
4
870.0
1680.0
.00228310
7.360
6.766
21.0
5
626.0
1680.0
.00201530
6.144
6.415
32.1
'
6
5.0
1680.0
.00075510
9.277
4.277
16.0
7
769.0
1680.0
.00022149
9.031
2.584
28.5
8
680.0
1680.0
.00031273
10.719
3.380
26.7
9
5.0
1680.0
.00043235
12.142
4.439
13.0
10
640.0
1680.0
.00010914
11.944
2.297
23.6
11
5.0
1680.0
.00017683
12.101
3.041
16.0
12
940.0
1680.0
.00006606
13.740
1.873
17.5
'
13
500.0
1680.0
.00003213
12.644
1.204
3362
14
740.0
1680.0
.00000972
15.567
.760
20.6
15
710.0
1680.0
.00000276
16.304
.430
20.1
PROFILE 7
1
690.0
2710.0
.00085111
9.434
5.070
26.7
2
246.0
2880.2
.00536482
8.249
10.675
28.6
3
690.0
2980.0
.00191664
9.330
6.869
24.8
4
870.0
2980.0
.00239191
9.245
8.040
21.0
5
626.0
2980.0
.00308896
7.294
8.764
32.1
6
5.0
2980.0
.00126132
10.268
5.915
16.0
'
7
769.0
2980.0
.00038141
9.989
3.593
28.5
8
680.0
2980.0
.00065050
11.513
5.112
26.7
9
5.0
2980.0
.00101605
12.728
7.022
13.0
'
10
640.0
2980.0
.00024490
12.614
3.566
23.6
11
5.0
2980.0
.00039160
12.712
4.676
16.0
12
940.0
2980.0
.00013861
14.374
2.799
17.5
13
500.0
2980.0
.00006754
13.247
1.796
33.2
14
740.0
2980 A
.00002159
16.169
1.165
20.6
15
710.0
2980.0
.00000635
16.904
.668
20.1
PROFILE 8 1
690.0
3210.0
.00044588
11.492
3.985
26.7
2
246.0
3455.9
.00534103
9.244
11.062
28.6
3
690.0
3600.0
.00205299
9.984
7.337
24.8
4
870.0
3600.0
.00235755
9.986
8.395
21.0
5
626.0
3600.0
.00327330
7.869
9.439
32.1
6
5.0
3600.0
.00129290
10.874
6.222
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Colorado State University
Engineering Research Center
Sedimentation Laboratory
Performed for: Lidstone & Anderson, Inc.
Date of Test: 9/16/92 Performed by: S.A.H.
Sample No. FC #3
Total Sample Weight (gm) 1283.1 - -
Sieve
No.
Mesh
Size
(inches)
Weight of
Soil Retained
(grams)
Cumulative Soil
Wt. Retianed
(grams)
Percent
Passing
2"
2"
0.0
0.0
100.0
1-1/2,
1-1/2"
0.0
0.0
100.0
1"
1"
0.0
0.0
100.0
3/4"
3/4"
13.4
13.4
99.0
1 /2"
.1 /2"
48.8
62.2
95.2
3/8"
3/8"
59.3
121.5
90.5
4
0.187
199.8
321.3
75.0
8
0.0937
299.2
620.5
51.6
10
0.0787
88.8
709.3
44.7
16
0.0469
198.9
908.2
29.2
30
0.0232
143.7
1051.9
18.0
40
0.0164
72.1
1124
12.4
50
0.0116
60.0
1184
7.7
70
0.0083
49.2
1233.2
3.9
120
0.0049
29.4
1262.6
1.6
200
0.0029
4.6
1267.2
1.2
Pan
15.9
1283.1
0.0
Colorado State University
Engineering Research Center
Sedimentation Laboratory
Performed for: Lidstone & Anderson, Inc.
Date of Test: 9/16/92 Performed by: S.A.H.
Sample No. FC #4
Total Sample Weight (gm) 749.9
Sieve
No.
Mesh
Size
(inches)
Weight of
Soil Retained
(grams)
Cumulative Soil
Wt. Retaaned
(grams)
Percent
Passing
2"
2"
0.0
0.0
100.0
1-1/2"
1-1/2"
0.0
0.0
100.0
1"
1"
0.0
0.0
100.0
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3/4"
0.0
0.0
100.0
1 /2"
1 /2"
99.0
99.0
86.8
3/8"
3/8"
37.0
136.0
81.9
4
0.187
232.2
368.2
50.9
8
0.0937
177.7
545.9
27.2
10
0.0787
27.3
573.2
23.6
16
0.0469
51.4
624.6
16.7
30
0.0232
31.3
655.9
12.5
40
0.0164
10.1
666.0
11.2
50
0.0116
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677.9
9.6
70
0.0083
20.6
698.5
6.9
120
0.0049
27.3
725.8
3.2
200
0.0029
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1.5
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749.9
0.0
Colorado State University
Engineering Research Center
Sedimentation Laboratory
Performed for: Lidstone & Anderson, Inc.
Date of Test: 9/16/92 Performed by: S.A.H.
Sample No. FC #5
Total Sample Weight (gm) 1045.0
Sieve
No.
Mesh
Size
(inches)
Weight of
Soil Retained
(grams)
Cumulative Soil
Wt. Retianed
(grams)
Percent
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0.0
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1-1/2"
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0.0
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1 "
98.7
98.7
90.6
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11.3
110.0
89.5
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1 /2"
72.9
182.9
82.5
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3/8"
58.6
241.5
76.9
4
0.187
170.4
411.9
60.6
8
0.0937
158.7
570.6
45.4
10
0.0787
37.3
607.9
41.8
16
0.0469
90.7
698.6
33.1
30
0.0232
111.3
809.9
22.5
40
0.0164
69.9
879.8
15.8
50
0.0116
58.4
938.2
10.2
70
0.0083
48.7
986.9
5.6
120
0.0049
35.8
1022.7
2.1
200
0.0029
11.5
1034.2
1.0
Pan
10.8
1045.0
0.0
Colorado State University
Engineering Research Center
Sedimentation Laboratory
Performed for: Lidstone & Anderson, Inc.
Date of Test: 9/16/92 Performed by: S.A.H.
Sample No. FC #6
Total Sample Weight (gm) 1709.0
Sieve
No.
Mesh
Size
(inches)
Weight of
Soil Retained
(grams)
Cumulative Soil
Wt. Retianed
(grams)
Percent
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2"
0.0
0.0
100.0
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1-1/2"
0.0
0.0
100.0
1 "
1 "
168.1
168.1
90.2
3/4"
3/4"
91.7
259.8
84.8
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1 /2"
189.1
448.9
73.7
3/8"
3/8"
146.9
595.8
65.1
4
0.187
367.3
963.1
43.6
8
0.0937
271.6
1234.7
27.8
10
0.0787
48.3
1283.0
24.9
16
0.0469
92.6
1375.6
19.5
30
0.0232
97.3
1472.9
13.8
40
0.0164
50.9
1523.8
10.8
50
0.0116
41.2
1565.0
8.4
70
0.0083
42.0
1607.0
6.0
120
0.0049
47.8
1654.8
3.2
200
0.0029
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APPENDIX G
BED MATERIAL DISCHARGE -
WATER DISCHARGE AND RATING CURVES
TOTAL BED MATERIAL DISCHARGE (cfs)
10-3 10-2 10-1 10o
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TOTAL BED MATERIAL DISCHARGE (cfs)
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TOTAL BED MATERIAL DISCHARGE (cfs)
10-3 2 3 4 5 6 7 8 9 10-2 2 3 4 5 6 7 89 10-1
N
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TOTAL BED MATERIAL DISCHARGE (cfs)
10-3 10-2 10-1 100
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N
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TOTAL BED MATERIAL DISCHARGE (cfs)
10-3 10-2 10-1 100
0
ti
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TOTAL
BED
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(cfs)
10-3 2
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TOTAL BED MATERIAL DISCHARGE (cfs)
10-3 10-2 10-1 10o
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N
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10-4 10-3 10-2 10-1
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ti
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TOTAL BED MATERIAL DISCHARGE (cfs)
10-4 10-3 10-2 10-1
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N
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TOTAL
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10-6
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SECNO=
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PROFILE=
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CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
23.100
PROFILE=
3
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
'WARNING SECNO= 23.100 PROFILE= 4 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 23.100 PROFILE= 5 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 23.100 PROFILE= 6 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
'WARNING SECNO= 23.100 PROFILE= 7 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 23.100 PROFILE= 8 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 23.200 PROFILE= 7 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
' WARNING SECNO= 23.200 PROFILE= 8 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 25.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING
SECNO=
25.000
PROFILE=
2
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
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CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
'WARNING
WARNING
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ACCEPTABLE RANGE
WARNING
SECNO=
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ACCEPTABLE RANGE
WARNING
SECNO=
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PROFILE=
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CONVEYANCE
CHANGE OUTSIDE
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WARNING
SECNO=
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WARNING
SECNO=
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PROFILE=
7
CONVEYANCE
CHANGE OUTSIDE
ACCEPTABLE RANGE
WARNING
SECNO=
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PROFILE=
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CONVEYANCE
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1
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PAGE 85
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100-YEAR 4ATER SURFACE PROFILE COMPARISON OF EXISTING AND DEVELOPED CONDITIONS
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NOTE: TOPOGRAPHY SHOWN IS 1.7 FT
HIGHER THAN EXISTING DATUM.
FLOODPLAINS DELINEATED
BASED ON EXISTING DATUM.
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DATE OF PHOTOGRAPHY-
APRIL 23, 1981
SCALE- 1-10P
CONTOUR INTERVAL- 2 FT
Project No. COPPD-01
Dote: 9/25/1992
Design; GJK
3OF5
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N BUFFrE
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{
DATE EM PNoiaORAVNY—
�� SEPiEMBEA RF 1991
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CONTOUR INTERVA-- i FT
P ojeNd No. COPFD-01
Date: a/xs/lava
if
Drawn. CLD/TG13
✓ - _ -_'fie \\ — / l � �I lid / _ �� //. ✓ / l Revisions
Checked aAn
ke-
NOTE: TOPOGRAPHY SHOWN IS 1.7 FT
HIGHER THAN EXISTING DATUM.
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15
LEGEND
BED SAMPLE LOCATIONS
BANK SAMPLE LOCATIONS
ACTIVELY ERODING BANKS (9/92)
33 BANK EROSION AREA IDENTIFICATION
R RECENT BANK EROSION
24
32
75
h
22
ti 2 -
fi0 N BUFFER LIMITS
I�20
o"
RD
a
j P
4
EROSION BUFFER L ITS \
h
/
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27
85
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1
80
BED
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/ O a
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® I GATE OF PHPMY-
APRIL 03,3, 196119B1
SCALE, 1-100'
CONTOUR INTERVAL- 2 FT
Pro act No. COPPD-01
Dale: 9/25/1992
Design: GJ
Drawn: DSM/TGB
Checked DAA
Revisions
SHEET
5OF5