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APPENDX D-2
FLOODING STUDY FOR PROPOSED GRAVEL MINE,
M&T CHICO RANCH MINE
85
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M & T RANCH MINE
0 Flooding Impact Study
BACKGROUND
A potential impact associated with the construction of therocessin
P b
plant(s) and stockpiles is the increased stage in Little Chico Creek as a.
result of placing fill (plant, stockpiles) in the floodplain. The Federal.
' Emergency Management Agency (FEMA) has identified a substantial, area
along Little ,Chico Creek as lying within the 100 -year floodplain. This
area is within the "A" Zone, meaning that no depths or elevations have
been established. FEMA mapping is not clear as to the source of the
flooding, i.e. Little Chico Creek or the Sacramento River. The Flood
Insurance Rate Map (FIRM) identifies reaches along Little Chico Creek
and has established 100 -year flood elevations. The FIRM was prepared
by a consultant under contract with FEMA. Storm recurrence intervals
and peak flows were published and are the basis for the flow rates used
in this study and account for urbanization in the Chico area. This
detailed study stops upstream of the proposed mine site.
PEAK FLOW DATA
AS
010 UP 011911
The area along River Road has a long history of flood events, occurring as
a result of not only high flows in Little Chico Creek but from flows in the
Sacramento River. A reach of levee known as the M & T weir allows
floodwaters from the Sacramento.to follow old natural swales across
adjacent properties. River road has been closed numerous times in the
past due to over bank flooding from the Sacramento River.
A primary concern expressed by County staff during initial review of the
proposed project was the impacts of potential increased stage (water
surface levels) on adjacent properties and River Road. It is generally
acknowledged. that during a major event, such as the so-called 100 -year
r
flood, that much of the area will be inundated. What is of more concern
are the more frequent events that have the potential to cause flooding to
adjacent properties and result in more frequent closure of River Road.
In order to establish floodplain elevations, field cross sections were taken
at select locations. These locations and cross sections are depicted on
Exhibit "A". Little Chico Creek is heavily vegetated with grasses, cattails
and other woody growth that increases the friction factor, contributing to
the decreased capacity of the creek. Land leveling and levee construction
along the east side of the creek has resulted in the creation of a low area
where the plant and stockpile is. proposed to be placed. This low area is
drained through a 30" concrete pipe, back into Little Chico Creek at the
southwest corner of the proposed plant site. The' -levee along the east
side of the creek affords some protection to the area east of the creek
where the plant is proposed. It is estimated that this levee will contain
flows up to a once in five-year event.
Hydrology
r
NorthStar Engineering Page 2 02/26/2002
�'. 88
Flooding of the area proposed for the plant site could occur from two
sources. Little Chico Creek flows through the project area and will cause
flooding during events that exceed the capacity of the existing, natural
channel and levees. This is the source that has been used for modeling.
In addition, over bank flows from the. Sacramento River can enter the site..
through swales that cross River Road and enter the site at two locations
`
downstream of the proposed plant site. These "swales" are identified in
County records as the "brick house" and "Winelands", referring to the
farm house and adjacent owners.
During periods when this Sacramento River over bank flow is occurring,
'
a backwater effect could cause an increase in stage in Little Chico Creek,
should a subsequent event occur. This has not occurred during the
_
period of record.
r
NorthStar Engineering Page 2 02/26/2002
�'. 88
r
1
Little Chico Creek, Looking Upstream
Period of record data was obtained from the Department of Water
Resources for Little Chico Creek from the stream gauge at Taffee Avenue
(Station A04270) and from the Sacramento River. This data was analyzed
to determine the occurrence of simultaneous peaking. The period of
record on Little Chico Creek is only 10 years but contains two significant
events. The January 1997 event produced a peak flow of 2400 c.f.s. The
February 1998 event resulted in a peak flow of 2670 c.f.s. Each of these
events exceeded a 10 -year recurrence interval storm. What is significant
is the recurrence of flows between 1250 and 1650 c.f.s. Peak flows in
this range occurred in five of the last 10 years. The 10—Year average peak
flow is 1600 c.f.s. Of note, the aforementioned levee. along the east side
of the creek was not overtopped during these events.I
The data from the Department of Water. Resources for the period of
record on the Sacramento River at Ord Ferry indicates that peak flows in
the river occur approximately 24 hours after the peak in Little Chico
Creek. This lag is to be expected given the distance upstream of
contributing tributaries and the controlled releases from the Shasta
Dam, Keswick complex. Review of aerial photos taken on January 6,
Herringer, Personal Communication
89
1 I INorth Star Enqineerinq Pace 3
t
1997 indicate that overflows from the Sacramento River at the M & T
overflow continue from the earlier event but that Little Chico Creek has
receded significantly. One event in February 1998 resulted in peaks in
both the River and creek occurring on the same day.
Historic Road Closures
LITTLE CHICO CREEK
Hydraulics
In order to assess the impacts of placing fill (plant and stockpiles) within
the floodplain, HEC RAS, a hydraulic model developed by the U.S Army
Corps of Engineers, Hydrologic Engineering Center at Davis was used.
Stream channel and over bank roughness-coefficients,were developed
North02/26/2002
90
Records provided by Butte County Department of Public Works were
reviewed for the period 1995 through 1999. In particular, the frequency
and dates when closures of River Road, from Chico River Road to Ord
Ferry Road were analyzed. Two types 'of entry are contained in the
records. "Road Closed" and "Flooded" are the .two types of signs posted
by the Department. Flooded signs were placed typically at three
L
locations along River Road; at the "gas well", "brick house" and
"Wirielands", each corresponding to a low point where water overtops the
road. The placement of "flooded" signs was by far the predominant
activity, with road closed used less frequently. Of particular importance,
none of the "flooded" or "road closed" postings corresponded with peak
flows in Little Chico Creek, except the period of record peak flow that
occurred on Feb. 2 1998. This closure also corresponded with a peak
,
flow in the Sacramento River; therefore it is uncertain that the Little
Chico Creek flow was the cause of the closure. What is more certain are
the influence of the Sacramento River on flooding along River Road..It'is
worth of note that the closures have occurred during a wet seasonal cycle
and that long-term averages would likely indicate less frequent closures.
■
r
EXAMPLE CLOSURE DATA
LITTLE CHICO CREEK
Hydraulics
In order to assess the impacts of placing fill (plant and stockpiles) within
the floodplain, HEC RAS, a hydraulic model developed by the U.S Army
Corps of Engineers, Hydrologic Engineering Center at Davis was used.
Stream channel and over bank roughness-coefficients,were developed
North02/26/2002
90
I
i
and cross section data was entered. The site was field reviewed, since
the area does not represent a typical stream channel due to the extensive
land leveling.and levee/road construction that has occurred. From field
review and review of available mapping, it was determined that the area
proposed for the plant and stockpiles is contained within levees/roads
that impair the free return flow of over bank floodwaters to the creek
channel. HEC RAS has an option for entering "ineffective flow areas",
that is areas where water is stored and the area is not available for
conveyance. This data was entered for the area where existing levees do
not allow free flow of floodwaters back into Little Chico Creek. In effect,
the area proposed for the plant is acting as a storage basin by not
allowing free flow into the creek. While the volume of water stored may
not be significant, the levees do impede free flow. Since this is an
existing condition, the initial geometry input to the model reflected this
situation.
HEC RAS Model Runs
Three model runs were selected to represent existing conditions and
model the impacts of adding the plant and stockpiles. .
I. Existing conditions recognizing the existence of the levee.
2. Existing conditions without the levee.
3. Overtopped levee with plant and stockpiles in place.
The flows selected were based on the historic data from the Taffee Bridge
gauge as well as the 10 and 50 -year design storms from the .FEMA study
so that this could be cross-referenced to information on road
closures/ overflow depths from County records.
Model Run 1.
The model results indicate that the creek will contain flows up to
approximately 2000 c.f.s. without overtopping the existing left bank
levee. The presence of this levee causes an increase stage and hence the
frequency of flooding River Road. Under this modeling scenario, River
road is flooded at two locations; at the upstream cross section (Section
13) and Section' 10, referred to as the "gas well location" in County road
closure/ flooding reports. Of significance is the ability of these existing
levees to confine flows to the existing channel and right over bank and
not flood the proposed plant and stockpile site. Since the principal
reason for modeling was to assess impacts to River Road and the
adjacent Jones parcel, it can be concluded that storms with a return
frequency of 5 years or less will cause no impact beyond what occurs at
NorthCtar Fnnineerina pa�A -• -•----
91
present. Flows in excess of approximately 3000 c.f.s. will overtop the
existing levee at Section 10 and enter the stockpile /processing site. The
return frequency of the event that would cause this is between 5 and 10
years. While the modeling suggests overtopping, this has not occurred
during the events of the past 10 years. 2
Model Run 2.
In this case, the presence of the levee was ignored, thus allowing free
flow on the east side through the area where the stockpiles and plant are
proposed. This decreased the water surface profile due to the larger
waterway area. This model run acknowledged that -the existing levee:
system did not .allow free flow to Little Chico Creek and created an
ineffective flow area.
Model Run 3.
The plant site and associated stockpiles were superimposed on the cross
sections using a technique in HEC RAS known as blocking. The flows
were then again run using this geometry to assess the increased water
surface profiles and to determine the increase in stage.
The results of the above models are contained in the appendix and
summarized in Table A
Conclusions
2 I-Ierringer, Personal Communications
1'
NorthStar Engineering Page 6 02/26/2002
.,. 92
The present levee system protects (albeit without freeboard) the area
proposed for the plant site and stockpiles from events up to
approximately 5 -year storm. For the events that overtop the levee, the
increase in stage will be approximately one foot over the pre project levels
at the plant site, diminishing to approximately 0.2 feet upstream at cross
section 13. The only measurable impact will be to increase the stage at
the low point in River Road near cross section 10 (gas well site) where the
water surface would be less than one foot above pre project levels. This
increase will cause more frequent flooding of River Road, but can be
mitigated. Refer to mitigation measures. The increase in stage will also
be reflected on the orchard property west of river road. This increase of
approximately one foot could cause some additional flooding of this
orchard. Since the orchard is owned by the applicant (M & T Ranch), the
impacts will be -known by them.
2 I-Ierringer, Personal Communications
1'
NorthStar Engineering Page 6 02/26/2002
.,. 92
TABLE A
RIVER STATION
FLOW_
RECURRENCE
PRE -PROJECT
PROJECT PLANT
INCREA:
(CROSS SECTION)
C.F.S.
INTERVAL (yrs)
ELEVATION
IN PLACE
(feet)
1
1500
1
109.9
109.9
0
2307
10
111
111
0
3763
50
111.9
111.9
0 '
2
1500
1
113.1
113.1
0
2307
10
113.8
.113.8
0
3763
50
114.6
114.6'
0
3
1500
1
116.5
116.5
0
2307
10
117.1
117.1
0
3763
50
117.8
117.8
0
4
1500
1
117.1
117.1
0
2307
10
117.8
117.8
0
3763
50
118.5
118.5
0
5
1500
'1
118
118
0
2307
10
118.6
118.6
0
3763
50.
119.4
119.4
0
6
1500
1
118.3
118.3
0
2307
10
119
119
0
3763
50
119.9
119.9
0
7
1500
1
118.3
118.3
0
2301
10
119.1
119.1
0
3763
50
119.9
119.9
0
8
1500
1
118.6
118.6
0
2307
10
119.3
119.3
0
3763
'50
120.2
120.2.
0
9
.1500
1
118.9
119.5
0.6
2307
10
119.6
120
0.4
3763
50
120.4
120.7
0.3
10
1500
1 .
119.1
120.2
1.1
2307
10
119.7
120.8
1.1
3763
50 .:
120.5
121.3
O.E
93
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GnnlnPPfinn
PAfIP- 7
r
r
1
I'
1
12 1500.
1
120
120.4
2307
10
120.4
121.1
3763
50
120.9
121.6
13 1500
1
120.5
120.6
2307
10
120.8.
121.2
3763
50
121.4
121.8
The impacts could be reduced to near zero if the existing levee were
replaced with a setback levee or River Road raised in the vicinity of
Section 10 and larger culverts installed.
Overtopping Through Pit Area
The frequency and magnitude of overtopping of the Little Chico Creek
channel in the vicinity of the pit excavation has been expressed as a
concern and a design issue. Cross sections 6, 7 and 8 were taken
upstream of, and near the upstream limits of the pit. The .model runs
indicate that the creek channel proper has very limited capacity in this
area. The capacity of the creek proper immediately upstream of the "pit"
is on the order of 300 c.f.s. Overtopping can be expected to occur on at
least an annual basis. The ten-year average peak flow of approximately
1600 c.f.s. will cause overtopping and an average depth of .1 to 2 feet.
This excess flow currently passes through the area proposed for
excavation. During a site visit on January 9, 2002 a bifurcation or
distributary was observed, wherein approximately 30% of the flow in the
creek was flowing into this distributary. This "relief' currently minimizes
the flooding impacts on the adjacent Jones parcel, where the thread of
Little Chico creek currently exists. Assuming that this overtopping is
allowed to continue and be controlled during the operation of the pit, no
increased stage would be expected on the adjacent Jones parcel.
The existence of this flow split presents a design challenge for the
project. If a "levee" were to be constructed to prevent this split flow, then
increased stage upstream and through the Jones parcel could be
anticipated. If the creek were to be allowed to continue to flow into the
area proposed for excavation, then several issues will be raised, including
water quality, mining in a flowing stream and probably others.
NorthStar Engineering Page 8 02/26/200
0.4
0.7
0.7
0.1
0.4
0.4
94
r
i
1
Looking Downstream at Bifurcation Overflow to Pit
A mitigation measure to alleviate the direct flow through the pit as
occurs now, and to also mitigate increased stage, would be to construct a
low levee/weir along the downstream side of the.creek. In conjunction
with this weir, a bypass channel would be needed along the west side of
the mine site that would take excess flows and mitigate the potential
increased stage upstream and on the Jones parcel. This weir and bypass
channel would have to be carefully designed .so as to provide a continued
flow into the creek thought the Jones parcel for environmental reasons.
Overtopping of the weir would be designed and expected to occur for
events that exceeded the 5 to 10 year recurrence interval. Careful design
using a combination of hard armor (riprap) and bio -engineered systems
would keep velocities low and could distribute the flow over broad area.
Given the very flat slopes and corresponding low velocities, erosion and
failure of the weir leading to relocation of the creek would be unlikely.
NorlhStar Fnnineerinn Paae 9
95
9' 7
TZ
{ -11 111111 leg 11!11
LOOKING DOWNSTREAM AT PIT SITE
` Design of the bypass channel would require measures to control
velocities and. erosion potential. Given the substantial area available and
S. the low velocities expected this should be easil'.achievable.
_y
.. TOPSOIL STOCKPILE
The question of increased flooding caused by placing the overburden
(topsoil) on the designated site has been raised.. The propose stockpile
for topsoil removed prior to minin 'is situated on an' exi
g sting rice field '
z above the Little Chico Creek floodplain therefore mill -pose no increase in .
flooding..
ANGEL SLOUGH
"Angel Slough is a minor tributary tolittle,Chico Creek that^enters the
creek in two locations. The sough is actually a series of swales that carry
Sacramento River overflow into Little Chico Creek and the Butte Sink.
The 'most northerly branch crosses River Road and enters at' twor'
locations upstream from the proposed stockpile site., As`a'tributary, this F
branch does not contribute significantly to peak rainfall runoff, due to
the small catchment and its location. What is ofinterest however is the
' apparent seepage from the Sacramento River that e_ nters'this upper
NorthStar Engineering Page 10 02/26/20021 96
slough during high flows in the River. This is readily apparent in the
aerial photos taken in January 1997. The quantity and impact of these
flows would be very difficult to quantify, however, they are likely
significantly lower than peak flows in Little Chico Creek. These flows
appear to be the reason for "flooded" signs being placed at the low points
on River Road at the "gas well". Refer to previous discussion on road
closures.
The flows in the downstream branch location (identified on the Ord Ferry
Quadrangle as Angel Slough) are directly related to overflows of the M&T
weir and to some extent to seepage from the Sacramento River. From
examination of the 1997 aerialphotos, it is determined that these flows
enter the project site significantly downstream, approximately one. half
mile, from the area where the plant and stockpiles will be located.
SACRAMENTO RIVER
The Sacramento River distributes flows in' excess of approximately
100,000 c.f.s. to the Butte Sink via several flow control structures (FRS).
The control structure known as the M&T Weir is located on the left bank
of the Sacramento River near River Mile 190. This weir is the most
upstream FRS in the system. The operation of this weir is governed by
the State Reclamation Board and is maintained by DWR. The
regulations governing encroachments or reclamation acts within the
"Butte Basin" are contained in Title 23, Water Code. The site of the
proposed mine falls within Area B of this regulation. Approval of the
State Reclamation Board is required for any "encroachment that could
reduce or impede flood flows, or would reclaim any of the floodplain
within the Butte Basin." The map accompanying this regulation
describes the limits of the 1970 flooding and includes the project site.
The EIR prepared for the Butte Basin Overflow Area in 1986 describes in
detail the construction and operation of the M & T Weir as well as two
other flood relief structures (FRS) in the general area. The M & T Weir is
the only FRS that could directly impact the proposed project. The
frequency, depth and flow of these overflows however are not contained.
in this document.
The M&T Weir is designed to discharge when gauge height at Ord Ferry
reaches 111. Review of period of record information indicates that this
stage has been reached five times between 1990 and 1998, therefore
flows across this weir occur on average once every two years or so. This
corresponds with the County road sign records, further indicating that
Sacramento River overflows are the primary reason for closures of River
Road, not Little Chico Creek. As stated previously, the flows from this
97
M...4 CMS PanP. 11 - .�-+.-, .�.......
e
weir contribute to the downstream reaches of Angel Slough, entering the
project site well downstream of the plant facility.
Impacts on Sacramento River Floodplain
Due to the location of the project at the flood fringe; near the upstream
limits of the designated floodway, impacts of placing the plant facilities
and stockpiles within the Sacramento River floodplain will be minimal.
The proposed site is not in the direct flood path of the M&T weir, based
on available information. The increased stage of approximately one foot
at the site and diminishing to .02 feet within 2000 feet is a local impact
that should not be considered significant.
Flooding of adjacent properties downstream of the plant facilities and
stockpiles should not be an issue, since removal of material from the
area will increase storage capacity and conveyance. Overtopping of the
existing creek channel in the vicinity of the pit will occur on a frequent,
annually or more often, and must be considered in the design of erosion
control to minimize the possibility of re-routing the. creek through the pit.
Due to restrictions contained in Title 23, construction of new, higher
levees to preclude flooding of the plant and stockpile site from Little
Chico Creek is a very remote possibility. A much more feasible and
defensible alternative would be to replace the existing levees with
`setback" levees at the same elevation, on the east side approximately
200 feet east of the existing.. The existing levees should be removed to
increase the conveyance of the creek. The result would be to decrease
the stage in the creek by approximately 0.6 feet. If the setback levee is
designed as an integral part of the plant/ stockpile, the area between the
site and the creek will be available for conveyance of overbank flow.
NorthStar Engineering Page 12 02/26/2002
, 98
CONCLUSIONS
Flooding impacts from Little Chico.Creek associated with the placement
of processing plant and stockpiles will be limited'to events in excess of
five-year recurrence interval storms that overtop the existing levees.
Flooding impacts due to Sacramento River are very difficult to ascertain,
since the operational. characteristics of the flood relief structures are not
defined. Sacramento River .flooding events that, overflow the M&T weir
will in turn cause some flow to enter the lower reaches of the mine (pit)
area via Angel Slough and the remnant of Little Chico Creek that passes
through the Jones parcel. These events will not cause increased stage on
adjacent properties since no fill will be placed in the pit area. The
occurrence of this overflow has not historically coincided with peak flow
in Little Chico Creek, thus should have little or no backwater impacts on
the creek.
MITIGATION MEASURES
Little Chico Creek Impacts on River Road
Mitigation 1.
Replacing the existing levee with a setback levee placed 200 feet east of
the existing can mitigate the increased stage due to the stockpile and
plant site. This levee should also be designed as an integral part of the
plant/ stockpile. Removal of the existing levee will allow the over bank
flow to return to Little Chico Creek, immediately downstream from the
plant/ stockpile area. The existing levee on Little Chico Creek should be
removed.
Mitigation 2.
Reconstruction of the "dip" in River Road at the low water crossing near
Section 10 ("gas wells") by raising the roadway approximately three feet
and replacing the existing small culverts with larger ones will elevate the
road above the flood elevation of Little Chico Creek and minimize the
frequency of closures at this location. Larger culverts will allow excess
Sacramento overfloWs to flow under rather than over the road. The
culverts will need to be of sufficient size to accommodate this flow.
99
NorthStar Enaineerina Paae 13
Little Chico Creek Impacts Through the Mine Site (pit)
Mitigation 3.
Mitigate overbank flow through the proposed mine (pit) area by
construction a low levee/weir in conjunction with a bypass channel
along the west side of the project. Design and construct the
weir/diversion to meet the following criteria:
• Retain flows in Little Chico Creek through the Jones parcel to meet
the requirements of Department of Fish and Game.
• Divert flows up to 2000 c.f.s. (Slightly less that the 10 year event)
through the bypass channel and existing creek.
• Design and construct the overflow weir to allow flows in excess of
2000 c.f.s. to enter the pit. Design of the weir shall include
measures to resist erosion and scour and preclude migration of
creek through mine site.
Construction of the weir and bypass channel shall be completed prior to
full operation of the pit excavation for commercial purposes.
NorthStar Engineering Page 14 02/27/2002
100
Appendix
101
t
Model Run 1
Existing Conditions
Levee Recognized
r 102
HEC -RAS Plan: Plan 14 River: MaIni Reach: 1
-' �gkr
Ct(trI
de # Chi
�Ou..
VY
5
1500.00
116. 75
122.31,
T51
120.29elf
122.
0.000794 1.24
WMI
2000.00
116.75
122.78
120.60
122.81
0.000768
1.301
1446.60[
529.101
0.131
0.13;
11-Iffil 0 a, Oft
2500.00
116.75
123.25
2
120.85
123.29
0.000710
1.331
1697.921
532.39
0.12
116.75
123.59
121.04
123.63
0-000733
1.42
1878.30
537.811
1:3
0.13
1500.00
115.491
120.28
118.501
120.42
0 .004097
2.77
510.551
194.141
0.281
1 1
2000.001
115.491
120 .60
'V
120.79
0.005252
3.27
574.50
226.251
0.331
4% j,"k ffl;
2500.001
115.491
120. �3
1 �15
121.15
0.008218
4.32
670.25
324.171
0.41
tri !1ikr ii2�"'
3000.00
115.49
121.2
119.45
121.45
0.007970
4.44
761,99
328.131
0.411
111.1112,11al"a"MR.M.M. -Im M I I MM I I
I
I
-
IN INV 1
1 500,001
114.561
119.68
117.81
119.681
0.000172
0.66
2452:84
1
1454.631
1
0.06
.1.
2000.001
114.561
120.05
117.99
120.061
0.000158
0.661
3002.48
1463.20
0.061
2500.001
114,561
120.41
118.14
120.411-
0.000148
0.671
3521.
-61
U 0
,%j
3000.00 1
114.561
120.72
118.29
120.731
0.000143
0.68
999.651
513.96
11
.06
NO SIX 1
1500,001
114.541
119.27
117.641
119.30
0.000857
1.43
1157.95,
517.541
:0.13.
2000.001
114.54
119.67
117.85
119.70
0.000902
.1.53
1367.20I527.39
0.14
2500.001
114.541
120.03
117.97,
120.0
U.UUU93U
1.61
1560.391
536.321
g 4 py
3000.001
114.541
120.35
118.09
120.40
0.000962
1.69
1733.531
544.201
0.14
0.14
1500.001
113.261
118.55
118.58
0.000700
1.39
1453.02 53.0�2
929.461
0.12
113.26
119.02
119.04
.000572
1.35
1883.961
-
---937.30
0.111
N ..
2500.001
113.261
19.41
119.43
0-000512
1.36
2257.00
944.43
00.00
113.26
119.74
119.76
0.000492
0.11
1.39
2566.26
950.29
0.111
00.001
114.25
118.33
118.34
0.000096
0.32
00.001
114.25
118.81
118.81
0.000094
3153.91
1310.48 1
0031
00.001
114.251
119-21F
0.34
3782.00
1322.13
0.03
00.001
114.251
119.53
119.22
0.000095
0.37
4314.65
..........
1190.03
.54
0,000101
0.401-
1339.79
--0-013
500.00
109.89 1
118 -28
118.28
).000111
0.68
2590.48
I'L
--MO-00.00
.
109.89
.118.75
118.76
0.000116
0.74
980.95
0.05
2 500.00
109.89
119.
1.19.16
0.000127
3060.07
991.67
0.051
3000.00
109.89
119,47
119.48
0.000141
0.80
0.88
3462.29
1036.89
0.06
-
3796.86
1079.631
0. 06
1500.00
107.29
117.941
117.98
0.001316
1 701
0'2 no 1
HEC -RAS Plan: Plan 15 River. Main1 Reach: 1
Reachi� R1�erStat SElev .' "'Crit
W.S.
E.G. Elev
E:G, Slope
:Vel Chrai F�1o; r�ea
a,jTEop.=Width j Froude
# Chl
S
GfSx..
a
f# rn i vr:.'
(n) ,".
(ft)
1500.00
116.75
122.56
120.29
1.MINOR
122,581
0.000564
1.08
1333.71
527.62
0.11 ;
��. �-t1i��ia!�C` � .�' � •
2000.00
116.75
123.17
120.60
123.19
0.000494
1.10
1654.60
531.83
0.10!
a.
2500.00
116.75
123.60
120.92
123.62
0.000506
1.18
1881.48
537.81
0.10
' ,+p t� F�'{
3000.00
116:75
122.74
121.04
122.81
0.001801
1.99
1428.49
528.87
0.19
1500.00
115.49
121.47
118.50
121.52
0,001427
1.95
848.48
331.82
0.18,
r
k
' a9
2000.00
115.49
122.15
118.83
122.21
0,001446
2.04
1103.19
426,42
2500.00
115.49
122.65
119.16
122.71
0,001325
1,98
1319.52
438.84
0.17:
3000.00
115.49
122.71
122.71
122.71
0.000019
0.23
8469.97
2438.08
0.021
+i : ,p
1500.00
114,55
120.21
117.81
120.23
0.000552
1.25
1193.44
384.36
0.11
a �.I
2000.00
114.56
120.73
117.99
120.76
0.000660
1.44
1403.89
429.86
0.12!
2500.00
114.56
121.19
118.14
121.22
0.000738
1.58
1611.42
473.47 0.131
3000.00
114.56
121.58
118.29
121.62
0.000806
1.71
1804,29
511.53
0.13
HIS
114.54
119.27
119.30
0.000857
1.43
1157.95
517.54
0.13; `
.-OWN1500.00
.,
,117.64
:a',r,`.,li,! •
2000.00
114.54
119.67
117.85
119.70 .
0.000902
1.53
1367.20
527.39
0.14'
o11=j;;q( .•'
2500.00
114.54
120.03
1.17.97
120.07
0.000930
1.61
1560.39
536.32
0.14;
3000.00
114.54
120.35
118.09
120.40
0.0009621
.1.691
1733.53
544.20
0.141
,ul�zl na a �� .
k�u#.
1500.00
113,26
118.55
118.58
0.000700
1.39
1453.02
929.46
0.12
. y�
*at
2000.00
113.26
119.02
119.04
0.000572
1.35
1883.96
937.30
0.11
�1A y
113.261
119.43
0.000512
1.36
2257.00
944.43
0-111;
=i�'ti`t1;;.
3000.00
113.26
119.74
119.76
0.000492
1.39
2566.26
950.29
0.11
'
?r `p '
1500.00
114.25
118.33
118.34
0.00009610.32
3153.91
1310.48
0.03 i
'
+ME': •'aiiti
�3,... aar
2000.00
114.25
118.81
118.81
0.000094
0.34
3782.00
1322.13
0:03
I�_'; r' '.'`
2500.00
114.25
119.21
119.22
0.000095
0.37
4314.65
133'1.94
0.031
W,+,.,.'iC ✓.,
3000.00
114.25
119.53
119.54
0.000101
0.40
4743.97
1339.79
0.03'
#.
1500.00
109.89
118:28
118,28
0.000111
0.681
2590.481
980.96
0.05;
,�Fr�.'•n: �1";4!
2000.00
109.89
118.75
118.76
0.000116
0.74
3060.07
991.67
TO 51,
.
2500.00
109.89
119.15
119.16
0.000127
0,80 '
3462.29
1036.89
0.06
'
v rfYr
+� C� ftp
is'R�5as�':3'
3000.00
109.89
119.47
119.48
0.000141
0.88
3796.86
1079.63
0.06!
t„ , a •,
-7 -987-5-0013161
1500.001
107.291
117.94
TI
1.791
937.96
77Y547
0.12
,ip
SECTION 13
M and T Mine, revised Plan: Plan 14
.04 .07 .056 —–�
126
egen
EG PF 4
WS PF 4
EG PF 3
WS PF 3
124
EG PF 2
WS PF 2
`
EG PF 1
--
-
WS PF 1
-
Crit4
122 -Crit
PF 3
Crit PF 2
Crit PF 1
Ground
w
120
R
Levee
Banc Sta
118-
1161 p
1800
200 400 600 800 1000 1200 1400 1600
Statlon (ft)
SECTION 13
11
E
2
2
w
M and T Mine, revised Plan: Flan 14
_I_
Station (ft)
C�Cr`Tlil�l iii,
Station (ft)
SECTION 10
SEC;TIC)N Q
M and T Mine, revised Plan: Plan 14
04 If .07 ;4 .056
124
egen ,
EG PF 4
WS F 4
EG PF i
WS F 3
122
EGPF2
WS PF 2
EG PF 1
WSPF1
Crit t P
120
Crit F 3
v
Crit PF 2 I
o
I Crit PF 1
Ground
LU
I levee
118
BanrC St,
116-
1141
0
200 400 600 800 1000 1200 1400 1600
1800
Station (ft)
SEC;TIC)N Q
SECTION 8
M and T Mine, revised Plan: Plan 14
.04 ---- .07
.056
I
124
Legend
EG PF 4 j
i
WS PF 4 .
EG PF 3
122
EG PF 2
WS F 2
EG PF 1
120
WS PF 1
I Ground I
�. Bant Sta j
c
LU
116
114-
112
0
200
-400 600 800
1000 1200
Station (ft)
SECTION 8
SECTION 7
-•NMMx
•
^;:/".. II '1R:° .•�J, . t3!:
lr'.•D�� �yi+dl.'+�..i'�r.lf.'+,.�5��,t;r�(
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qt +..t+�i/'t11i.�pi J/Ilhr�_{r<..-��{�d, �•�lt;µ�i���;}d J. 41jd��Nf{t1�µ1`1��.{�l
i L i y {x RJ �H t�4 �3 11f �} i}1 f( f}y 1 9 tY
ray Fhl+'+A•n 9f wy'�7'i7 i' � Yz IL. drypk �� y�',�t �{' I�
y�'�itTl"1`F}rvs,.a.���'.1
tf�����/}hr��T;7'k')'t��•4i���. r"F �.iRi�,.Y�r•, ;!
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:\{r
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s 1 Q11311 • �;
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SECTION 7
M and T Mine, revised Plan: Plan 14
Station (ft)
SECTION 6
00
• � lam" " r a am a 0" '00 m •I •am we
p,r
M and T Mine, revised Plan: Plan 14
_1- 1 056 'I
.05
egen
120-
EGF4
II WS PF 4
EG PF 3
118
i
WS PF 3 i
I
EGPF2
' WS PF 2
116
EG PF 1
WSPF1
GSI
Banr Sta
114
c
o
'
m
W
112
110
108
•
106
1200
200 400 600 800 1000
0
Station (ft)
J
rCrTl(1�t 'C.
Mai �; '; � ' to; an �m; no;,No
SECTION 4
M and T Mine, revised Plan: Plan 14
os 1 ALF---- .os --=
120
•
Legend
EG 4
WS PF 4
118
EG PF 3
WS 3
'
EGPF2
WS PF 2
116
I
EG PF 1 '.
WS PF 1
Ground
BantC Sta
114
0
LU
-
112-
110
108-
106-1
200 400 600 800
1000
Statlon (ft)
SECTION 4
low, ON too WI No UNK OW AW, M!
SECTION 2
„ .
M and T Mine, revised Plan: Plan 14
•.vo—�•1
�
,I
.OS -
egen
•
EG PF 4
M
WS PF 4
116
EG F 3.
WS PF 3
EG PF 2
WS PF 2
114
EGPF1
•
WS PF 1
Crit PF 4
112
Crit OF 3
Crit PF 2
o
critPF 1c
LU
Ground
110'
u , Banl St,
108
106-
1041
0 500
1000 1500
2000
Station (N)
SECTION 2
+ow ak. r; tm_ no, ,fir: No
0
M and T Mine, revised Plan: Plan 14
Station (ft)
00
EG P I
WS PF 4
EG PF 3
WS OF 3
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 4
Crit 3
Crit PF 2
.Crit PF 1
Ground
Banr Sta
1
r
c
0 1
ai
w-
1
- 1
Station (ft)
00
EG P I
WS PF 4
EG PF 3
WS OF 3
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 4
Crit 3
Crit PF 2
.Crit PF 1
Ground
Banr Sta
1
I
l
1
l
L
1
A
1
1
1
1
1
1
1
i
�M
W
F �
� `
_
�
�
_
�
�
-
�M
W
F �
� `
m
Fr6ude # Chi"
Fl )WA
Area
p
i V, Elev,,,"-' E.G. SIqptt,,Aiillyel Chn
V
911 , . mii (fty
.6MM
Ig
_gg g
0.68
2599.04
981.15
0.051
nuife"M: rg---
W
1500.00
109.89
118.29
118.29
0.000110
-
-
3063.47
991.75
0.056
',0
2d00.00
109.89
118.76
118.76
0.000115
0.73
M
1017.53
0.0
2307.0
109.89
119.01
119.02
0.000122
0.78
3315.14,
3000.00
109.89
119.47
119.48
0.000141
0,88
3797.26
1079.68
0.06
-
-37
0.97
4227.49
1098.
0.06
63.00
09.89
119.86
119.87
0.000159
-
00.00
107.29
117.95
117.99
0.001293
1.78
943.83
477.63
0.12
00.00
107.29
118.41
118.45
0.001227
1.81
1178.31
547.12
0.12
j
0,121
07.00
107.29
118.64
118.69
0.001218
1.84
1308;72
581.24
. . . . . . . . . . .
4
3000.00
107.29
119.04
119.10
0.0012801
1.95
1609.26
934.02 1
0.1211
3763.00
107.29
119.39
119.46
0.001314
2.03
1947.16
981.84
0.1
1500.00
107.65
117.12
117.14
0.000791
1.44
1247.15
648.78
0.101
. . .
2000.00
107.65
117.56
17.59
0.000825
1.54
1569.09
791.16
0.101
. . . . . . . . . . . . .4
. . . . . . . . . . . . . . . . . ..........
VI sm.
2307.00
107.65
117.80
11 7.83
0.000825
1.57
1766.57
867.01
0.10 1
1j1 ;. ......
3 00.00
107.65
118.19
118.22
0,000833
1.63
2112.10
911.01
0.10
3763.00
107.65
118.51
118.55
0.000855
1.70
2409.95
911.01
0.111
1500.00
106.89
116.45
116.47
0.000769
1.20
1292.84
641.53
0.09
2000.00
106.89
116.87
116.891
0.000834
1.28
1584.29
749.46
0.101
13 tE
2307.00
106.89
117.08
117.11
0.000908
1.35
1753.42 •
843.62
0.10,
N
3 A
3000.00
106.89
117.47
117.50
0.000937
1.43
2115.59
966.36
0.10 1
3763.00
106.89
117.79
117.83
0.000936
1.48
2434.85
997.69
0.111
AIMS
1500.00
105.82
113.09
111.08
113.13'
0.001536
1.34
105 0.53
677.391
0.1 3
00.00
105.82
113.54
111.36
�113.57
0.001361
1.34
1385.14
813.681
0.121
07.00
105.82
113.81
111.55
113.85
0.001190
1.30
1613.99
846.34
0.111
00.00
1 05.82
114.23
114.27
0.001146
1.30
1976.55
909.64
0.111
63.00
165-.82
114.63
114.67 -
0.0010961
1.35
2366.81,
1066.85
0.11
,
1500.00
104.77
7-0-992
107.72.
110.00
0.002001
1,44
687.701
324.87
oll 14:
2000.00
104.77
110.53
108.05
110.61
0.002002
1,45
910.63
414.47
0.14
_ 21
2307.00
104.77
111.02
108.25
111.09
0.002001
1.32
1136.31
495.02
0.14 1 i
3000.00
104.771
-
111.451
108.64
111,54
0.002001
1.20
1360.42
536.35
0.131
3763.00
104-771
111-901
109.02
112-00
0.002000
.1.17
1610.53
591.08
0.131'
1
M and T Mine, revised Plan: Plan 1ti
I. —.1-
1 .1.
1
116 ,
N 0 20
N
O
1000 1
Station (ft)
e9
EGF
WS
EGF
WSi
EG F
WS I
EGI
WS
EGF
WS
Crit F
Crit F
I Crlt F
-Crit F
Crit F
f
I Gras
Ine
i
BA
1400 1600 1800
N
Fd
M and T Mine, revised Plan; Plan 26
1
1000 1
Station (ft)
SECTION 12
egen
EG 5
WS PF 5
EG PF 4
WS PF 4
EG PF 3
WS
— 3
EG PF 2 i
WS PF 2
i
EG PF 1:
WS PF'
Cril PF 5
Crit PF 4
Grit F 3 I
Crit PF 2
Crit PF 1
Ground
Ineeff
Bank St.
M and T Mine, revised Plan: Plan 26
I
200
1000 1
Station (ft)
SECTION 9
124
122
120
M and T Mine, revised Plan: Plan 26
114
112
600
Station (ft)
egen
EG PF 5:
WS PF 5
EGPF4
WS PF 4
EG PF 3
' WS F 3
EG PF 2
WSPF2
EG PF 1
WS PF 1
Ground
Ban� Sta
SECTION 7
M and T Mine, revised Plan: Plan 29
1
.05
124
e9en
EG PF 5
WS PF 5
EG PF 4
122
W PF 4
EG PF 3
WS PF 3
EG PF 2
120
WS PF 2
EG PF 1
-WS PF1
Ground
+
,r�,
• ,�
fit'
i
.A
•
116.1
I
' •
F
112
0
200
400 600 800 1000
1200 1400
1600
Station (ft)
SECTION 7
122
120
tt9
11E
M and T Mine, revised Plan: Plan 29
600 800
Station (ft)
1000 1
SECTION 5
M and T Mine, revised
Plan: Plan 29
.1
.056
120
—..
.05
egen
EG PF 5
i
y i
WSPF5
EG PF 4
118
WS PF 4 I
EG PF 3
WS PF 3
116•
EG PF 2
WSPF2
EG PF 1
WS PF 1
114
Ground
Banr Sta
7i
LU
112-
110.
108-
106 ---
0
1200
200 400 600
800 1000
Station (ft)
SECTION 5
M and T Mine, revised
Plan: Plan 29
.05-.05
120
7PF
WS PF 5
EG PF 4 i
118
i
WS PF 4
k
EGPF3
WS PF 3 I
I
116
EGPF2
t
WS PF 2 I
I
EG PF 1
14
114-
w
w
112-
110
f
108-
08.106
1061
--
--
0
200
400
600 800
1000
N
Station (ft)
oe
N
SECTION 3
Mand T Mine, revised Plan: Plan 29
.05 - — 'I .1 .05
120.
•
egen
EG F 5
WS PF 5 i
EG PF 4
118
WS PF 4
EG PF 3
1161i
EGPF2
i
WS PF 2
•
EG PF t
i
WSPF1 !
114
Ground
Banr Sla
v
LU
112 -
110.
108-
08106
1064-
0 200
0
400 600 800 1000 1200
1400
Station (ft)
SECTION 3
7
-
1
r
c
0
1
LU
1
M and T Mine, revised Plan: Plan 29
Station (ft)
SECTION 1
egen
y
EGPF5
WS PF 5
EG PF 4
WS PF 4
EG PF 3
I
WS PF 3
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 5
Crit PF 4
CribPF
Crit PF 2
Crit PF 1
.
Ground
Banr
rdBanr Sta
1
1
1
1
1
1
1
L
1
1
1
1
1
1
1
1
1
1
Model Run 3
Plant in Place
No Levee
132
r
-SECTION 13
t
f
•
'
.. ..
EG PF 2
WS PF 2
e
=
�
122
'� w -~
. ;
I
L -WS PF1
.. •.;
y
! Cril PF 5
o'
1
Crit PF 4
phi
'�` '
ne.-i�iW3''ti-7V�ya'T� ..i'F [i,:
.{ � 6*� ��'Z''
i.'�' 4 -.. Cril PF 3
{ � � lam'
• - -. _
h
`'er ;,si .�.. ��':-x„1'' i �i air_ <.,iYin �v".s' ��: yy:•i`i ':ia;'�'„s.^'iaJ.,.r
e. "�
� Y �•
����i
�1 . ��a 't)SY, •: �v,
': -,rua
F' o. ��'� s`
y k $f i
�,:
�, )'t
v.
h. .i
r
Crit PF 2+
120- ♦ M
n,.._
---
Crit PF 1
••.
MEN
i
.` y•
r'� Ineff
i - '
r: y _r��
-
It
i
Banti Sta
•A
f Y, • -
r
f is - •
w
f -
116,,
200 400-
_
600.
�
.800
-
1000 `'
1200
.1400 1600 -.
1800
Station (ft) 1
-SECTION 13
t
f
•
-SECTION 13
t
' 1 ` f
_ - � f rte• - ,
. ar
•
r
a �
M and T Mine, revised Plan' Plan 29
.07— ".056 --- '
04 a gen
i 124 EG PF 5 i
WS PF 5
• p ' - I _
EGPFa i -
r ) . t .' t• • WS PF 4
- I r
122 - I EG PF 3
r
r _ WS PFT;
EG PF 2
I r WS'PF 2
• •" ,, e '''gg '+; .• {< �,t ,�a "�`w �� rfa - ._�,H 4nr�� � r t EG PF t _
�•iy, .5 1�' aka �k`' :d .'�. ;•.t t tf .�' �' oR..'x,� }� ' v: —
Y^ , r
'120 WS PF 1
�,�,%• +'ry��{A. i�� �: t� i.—k ?... -,`R °`�t'�,-''OM1' Cdr .;:t,. .. -7' Crit PF 5
-
Cri
.-..
u. ,; ,iar- f '�..-J, vr.'ar:. ,z;.°:• �r f• - - t PF 4 > ..
it PF 3 i
r* t w• 1, S,t .;a Y , r ' - ". I' CnRP 2
t
Crit PF1 f
' i "" �• t i� i~' � '' r v � _ - � iit • -
. Ground
d - if ' ,- M y -e �4f' �h„ '• i .. '
vo ,
s :.
Bank St.'
`'i = 4 e '� �,' �r�.- z� .� ••.f - ,. rye. .----
e
1
500 1000 1500 -2000
2500
, _ Station '(ft) a
N
W
Mt o", iw, r r
SECTION 10
' '
. '. yL s
Y/Gx �N
.� 1..
.• #`1Tf
;�r1 Y�9\t»"'���'9��� f 331/ Yet,-
—2,rI
Gddbt
i{i>n2r�{�dtlY V7NU" q1
-..... •- .. :' = 1 `%T 1 - f 7Y• YLL�/7 Sf�1� �� �i :%%Y :1 Y{X L'��'/'� �'iTiR..1�'L
G
mC:t •°'
{
C.lfTlT 'YT .perp 7R1.l1' ,L7YlRQ7 Ty3 f"L .. { -. 3..P 1 a7 �' � 1�
Q;-{ f
,11 J
3.°P�j
T 1 � rF tf[ 1) F •fi�hC �y.^t{ j x °it � at/ 1 ;YiY i'1 f�Y .
T ' tttl
•1
11
•/. •11 :11 111 11 •11 ./1
:11
SECTION 10
Little Chico Creek
Capacity Analysis
Section 5
139
Little Chico Creek Section 5
Worksheet for Irregular Channel
Project Description
Project File
c:lhaestadlfmwMittle c.fm2
Worksheet
Little Chico Creek, Section 5
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Channel Slope
0.000200 ft/ft
Water Surface Elevation 117.00 ft
Elevation range: 107.30 ft to 117.70 ft.
Station (ft)
Elevation (ft) Start Station End Station Roughness
534.00
117.00 534.00 574.00 0.100
545.00
108.30
546.00
108.00
553.00
107.30
562.00
108.80
573.00
116.70
574.00
117.70
Results
Wtd. Mannings Coefficient 0.100
Discharge
• 163.76 cfs
Flow Area
249.49 ftz
Wetted Perimeter
45.19 ft
Top Width
39.30 ft
Height
9.70 ft
Critical Depth
109.32 ft
Critical Slope
0.139589 ft/ft
Velocity
0.66 ft/s
Velocity Head
0.01 ft
Specific Energy
117.01 ft
Froude Number
- 0.05
Flow is subcritical.
{
+ 140
Cross Section 5
Cross Section for Irregular Channel
01108/02 FlowMaster v5.10
05:31:29 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Project Description
Project File c:\haestad\fmw\little c.fm2
Worksheet Little Chico Creek, Section 5
Flow Element. Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Wtd. Mannings Coefficient 0.100
Channel Slope 0.000200 ft/ft
Water Surface Elevation 117.00 ft
Discharge 163.76 cfs
118.0--------------- 1------- r ------ n ------- r---.---,------- 1------- r ------
1 1 1 1 1 1 1 1
n
1
1
1 1 i
116.0---------------
1 1 1 1
1
1
1 1 1
1 I 1
1
1
1 1 1 1
1 1 1 1
'
1
1
1 I
1 1
1
1
1
114.0 __
1
1 1
1 1
1
r�
� ' 1 1 • 1
1 1 t I
1
1
I �
1 I
1
i
1
o112.0 --------------1 ------ -------4-------1-------;-----.--1--
------------1
Z-
iQ 1 1 1 1
1
1 1
1
1'
1 1 1 1
1
1 1
1
1
1 1 1 1
1
I I
I
1
W 1 1 1 1
1
1
1
1
I 1 1 1
1
1 1
1
1
1 1 1 1 1
110.0 - - - - - - -- - - - - - - -1- - - - - - L - - - - - - J - - - - - - - '- - - -
1 1
- - - - - - - - - - -1- - -
1
- - - - L - -
1
- - - - J
t 1 1 1
1
1 1
1
1
1 1 1 1
I
I I
I
1
108.0------1-__-_--I-------1-----1--------L--
__-1------- I------- L ------J
1 1 1
1
I 1
1
1
106.0
530.0 535.0 540.0 545.0 55S0.0
5�5 ) 0
560.0 565.0
570.0
575.0
taiion
141
01108/02 FlowMaster v5.10
05:31:29 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Little Chico Creek
Capacity Analysis
Section 6
142
Capacity at Section 6
Worksheet for Irregular Channel
Project Description
Project File
c:\haestad\fmw\little c.fm2
Worksheet
Little Chico Creek, Section 6
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Wetted Perimeter
146.50
Channel Slope
0.000200 ft/ft
Water Surface Elevation
116.80, ft
Elevation range:
109.90 ft to 117.50 ft.
Station (ft)
Elevation (ft) Start Station
900.00
117.50 900.00 -
924.00
111.00
928.00
110.30
936.00
.109.90
951.00
111.20
1,000.00
115.10
1,038.00
116.60
1,048.00
116.80
Results
Wtd. Mannings Coefficient
0.070
Discharge
285.46
cfs
Flow Area
450.00
ft2
Wetted Perimeter
146.50
ft
Top Width
145.42
ft
Height
6.90
ft
Critical Depth
111.96
ft
Critical Slope
0.068540 fUft
Velocity
0.63
fus
Velocity Head
0.01 '
ft
Specific Energy
116.81
ft
Froude Number
0.06
Flow is subcritical.
End Station Roughness
1,048.00 0.070
01/08/02
11:36:26 AM Haestad Methods, Inc. 37 Brookside Road. Waterbury, CT 06708 (203) 755-1666
n
143
FlowMaster v5.10
Page 1 of 1
Cross Section 6
Cross Section for Irregular Channel
Project Description
Project File c:lhaestadlfmwllittle c.fm2
Worksheet Little Chico Creek, Section 6
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
" 118.0
Wtd. Mannings Coefficient
0.070
Channel Slope
0.000200 ft/ft
Water Surface Elevation
116.80 ft
Discharge
285.46 cfs
" 118.0
--------------------------------
------r----- ---------r------117.0
117.0
1 - ,
--------------
,
1 1 1
116.0--
1 1
-----1------- -------- ' -------- L --- ---- ------
1 1 1
- '----
1 1 5.0------------------'
1
---------
--T------- -------- r - ----- ;--------
----
1 I
' 0
113.0
1
,
112.0
- - - - - ---------- -------
----
111.0
111.0-----------
_ 1 t I 1 1
1
I 1
110.0
- -
--------------
109.0
109.0
900.0
920.0 940.0 960.0 980.0 1000.0
1020.0
1040.0 1060.0
Station (ft)
01/08/02
144
... - . _ ....
Little Chico Creek
Bypass Channel
1
1
I
1 -
i
L
1
1
101/16102
P
W
Bypass Channel
Worksheet for Trapezoidal Channel
roject Description
roject File c:\haestad\fmw\llttle c.fm2
orksheet Bypass Channel
low Element Trapezoidal Channel
M
S
L
R
ethod Manning's Formula
olve For Bottom Width
nput Data
Mannings Coefficient 0.035
Channel Slope 0.005000 ft/ft
Depth 4.00 ft
eft Side Slope 4.000000 H : V
ight Side Slope 4.000000 H : V
Discharge 1,000.00 cfs
Results
Bottom Width 25.53 ft
Flow Area 166.14 ft2
Wetted Perimeter 58.52 ft
Top Width 57.53 ft
Critical Depth 3.07 ft
Critical Slope 0.013766 fUft
Velocity 6.02 ft/s
Velocity Head 0.56 ft
Specific Energy 4.56 ft
roude Number 0.62
Flow is subcritical.
Flow is subcritical.
4.00 ft
1
25.53 ft V
H1
NTS -
147
01116/02
03:18:30 PMFlowMasler v5.10
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Bypass Channel
Cross Section for Trapezoidal Channel
Project Description
Project File
cAhaestadVmw111tt1e c.fm2
Worksheet
Bypass Channel
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Bottom Width
Section Data
Mannings Coefficient 0.035
Channel Slope
0.005000 ft/ft
Depth
4.00 ft
Left Side Slope
4.000000 H :.V
Right Side Slope
4.000000 H : V
Bottom Width
25.53 ft
Discharge
1,000.00 cfs
4.00 ft
1
25.53 ft V
H1
NTS -
147
01116/02
03:18:30 PMFlowMasler v5.10
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
J. Clements
ii00
I
Preliminary-, subject to revision
LITTLE CHICO CREEK AT TAFFEE ROAD NEAR CHICO A04270
PERIOD OF RECORD ANNUAL PEAK DISCHARGE
I
I
Gage
Water,
Time
Dischar a I Height I
Elevation
1 11
Year
Date
st
tis I ft
ft, Loca Rank! Source
Remarks
I
I I
IBEGIN RECORD 11190 PER DWR STATION FILE
1991
3/3!91
1045
969° 16.40;
•-96.40• 9
1Peak
GH same as for discharge.
1992
2114192
2045
0 - 1.23 17.90;
17.90° B
1
Peak GH same as fad e"
1993
1/20/93 1
17451
1,690" 20.10:
20.10 4
1
Peak GH same as for &sdwr e.
1994
211/94 1
1115
587 14 20;14.20"
10
1
IPeak GH same as for &scha e.
1995
319/95
1100
2.330; 19.54 •
19.54 ` 3
1
lPeak GH same as !a dsdra e.
1996
12112195
0930
1,260• 15.74;
15.74' 7
1
1 Peak GH same as for dscharge.
1997
1/1/970545
2,401 19.60:
19.60 2
1 1
IPeak GH same as for clischarge.
1998
212198
2330
Z2,6'0,,— 20.37 i
20.37 1
1 1
Peak GH same as for disdarge.
1999
219/99
0615
1,350•- 16.25
16.25' 6
1 1
IPeak GH same as for J�scha e.
2000 (?113100
2315
1,650; " 17.29;
.17.291 5
1
IPeak GH same as for drsdrar e.
Notes 1/ SoUrCeFi = DWR Northern District Surface Water Gaging
Station com Lief files. Data computed by Northem Dislrid personnel.
t
I (15 minute record- interval "
r I
preliminary: SueJaci to Rovtslon I 1476.0731
SACRAMENTO RIVERAT ORD_ FERRY (A02570)
1'
PERIOD OF RECORD I i I
ANNUAL PEAK INSTANTANEOUS AND MAXIMUM AVERAGE DAILY DISCHARGE AND STAGE
1937_ ]/1407 0100. •_ NR.- • 117.101 11].101 , NR.. . 77 DWR BuI, 1634112 31131]7 I .. NR _ 112.11 112.11 NR J2 ! DWR 814, 16.74/42
_ Nn1w- flierha.n. Inr Watwr Ywarc 19111 lhrnnnh 1961 7nrinAa< wael hanY n.,eAlnw 'Gael han4 nve.n..... w...: _.__ :_..': - - - ---'--- - '
13114/39
_ 000
11
Gage
2I
DYVR
i-
2/4744
19 9•
2000
11
1 Gage
21 I
DWR SuCi634142
I
0600
1800
laser
2128140 2030
lime
Dis_char>3e
Height
Stage
O
Stage
Prhnary
1911
D_ischarye
1
1
Stage
O
Stage 1
Primary
fear
Dale
sl
cfs
leer
USE
an , Rank t Source
Dale �,
cls
_Neigh
feel
USED I
Rank I
Rank I
Source
1922
2110122
2100
NR
11.3
109.7
NR
52
1 DWR But. 161325
NR
NR
NR
NR
NR
NR
NR
1927
122922
0300
NR
11.4
109.6
NR
217•
t OuL 161325
NR
NR
I NR
NR
NR
NR I
NR
7924
-218114•
{200
NR
12.0
110.4
_
NR
_Sl
49 ...
_DWR
DWR gut. 16.13125
_
NR
_
- NR
NR I
NR I•
NR
NR � i
NR
1925
2!12125
2100
NR
79.3
117.7
NR
16
DWR�6uL 1617125
NR
_ _
NR� -��
I. NR !
NR 1
�
NR
'NR
1926
2f126
Id00
_ -
•- NR
-13.5
_
111.91
NR
� 41
I DWR W. ifi-2526
NR
NR
.
1 NR 1
NR {
_NR'
NR
I
NR
NR
1937_ ]/1407 0100. •_ NR.- • 117.101 11].101 , NR.. . 77 DWR BuI, 1634112 31131]7 I .. NR _ 112.11 112.11 NR J2 ! DWR 814, 16.74/42
_ Nn1w- flierha.n. Inr Watwr Ywarc 19111 lhrnnnh 1961 7nrinAa< wael hanY n.,eAlnw 'Gael han4 nve.n..... w...: _.__ :_..': - - - ---'--- - '
1944
13114/39
_ 000
.__.
NR '
-
I- .60 _I.
708.001 NRI58
DYVR
i-
2/4744
19 9•
2000
FIR
106.341
106.341 NR
DWR SuCi634142
3114139'_ 1111--
105.61• 105.61 NR -x •50-�Oin/R B11.ifi17a/42
0600
1800
1940
2128140 2030
110.8
115.0
_121.7
121.71 t 1
DWR BW. 1634142_
229140 NR
121.0 121.01I NR 1 DWR J: 1674142
109.4
114.41
1911
_
•2/11/4{- 1770
_370,000
162.060
•285.000
_
_ 119.2
-
_ _ _
119.2 6 6
DWR 8u11653102
_
•2J11141 NR_
118.2, t18.21�•NR 9 DWI: &e. 16.74/42
47,200
1942
216142 20]0
_._
121.2
121.2 d 2
DWR Bu11634/d2
..
2/1142 NR
110.0 120.0 NR 2 OWR 019. 16-74142
167.7
1913
124143.0200
_ 157.000.
118.0
1180.7 1 15
DWR BuI. 16-42/44
1831471 NR
117.41 -4 MR- 14 DWR Bd. 16-42/44
11L701_
1944
._.
?1a/44
0100
.__.
NR '
108.001
708.001 NRI58
GWR But. 16-42744
2/4744
NR I.106.01
106.01__
NR_ .r
48 OWR Bre. 16.42741
1945
1946
2045 ,
_12718145
0600
1800
60,000
_110.000
, 110.8
_ 115.0
110.8
115.0
4B
22
4T
26...
DWR ul, 1644!46
GWR 814_/644/46
2/214
17/18/45
NR
NR
109.4
114.41
109.4
11441
NR
NR
41
DWR Sul 16-44/46
bId: IG-qd/a6_
1947
21iil41
0]00
47,200
_10�:31IFL
_
52
56
OWR 9ui 16�6T48_
2/17147
_ _
NR
_
707:1x_
167.7
i4R
_21 _DWN
46� OWit B_ul. i6 afi/<B_
1948
=3h4/4B_i400
6.'1.000
-108.]1
111.10
11L701_
45 •
_
4.5-
D1KR &d`7�46140
]Ra/agj�_65.200
,
109, 7
01tl.2]a$
7949
7112149
0600
100,000
_
774.77
11447 r
217•
70
DwRaa. tb�a7L50
]112/49
94.200.
11].2
__t09.77642_j'p1NPt
_
1132
22
29 •1--OYvR8u1.
_ _ ..
7149
1950
2/5/50 _
830
20]0
69000
72,000_•117.70
_ 770.62
110.62:-
a _
a0
aB WR uL 16.481
J6 OWR S1di6.56152
2/ 50
122151
69.500
•11,000
)021 _ 110.2.
iit.i.
77
71
_ 40_
7a
WR Bu1.23.50
OWR 61l.2j'St'_
_1951
1952
_Ilmi.
I2nals1 2300
117.20
_117.]0
11720
_ 72
_--19- OWR Bid 165'0%52
^
1226151_
72118
:' /td,]i
_111.7.
114:71
15_-
-_22114.35
- UWR'BJ._2}51 -
1953
it 1 015j,
200_171,000
96.000
.
1
* 32
�Ps
31 OWFf Bj. .27--544
I
_l06.CD0
'87,2001
174:2
1142
8 1
153
- �� -1 --OWR
1954
2/18154 '
1800
91,300
112.84
112.84
7d
38 _ DWR 8u114.35
54
It2.4i
112.4x27
BW 23
1955
111161Sd
0100
]7,000
105.57
1 5.57
54
61 DWR .16.52154
11/16154
76.600
IOS.Oi
105.0
45
51
DWR Buf. 23.54
1956
1116156
0400
174.000
118.55
118.551
5
II DWR Sul. 23-56
I
1116156
1441300
718.1
118.1
3
10 I
DWR W. 23.56
1957
225/57 .06]0
69,000
117.5
171.51
42
d3 DWR Sul. 2157
2125/57)
63.600
110.71
110.71
77
]8 I
DWR But. 23.57
1958
2125158
1300
294.000
120. t0
120.101
7 1
4 1 DWR Buf, 23.58
2251581
251,000
119.41
119.4
I
] I
DWR But. 2]-5B
1959
2117159
0830
--_-109.000.
114.80
114.801
23 1
28 ! DWR Sul. 23-59
2/171591
100.000.
117.9.
113.9.
19
_
26 1
OWR Sul. 23.59
1%0
2/9160
0700
104,000
__114.20
_ 714.20
_ 25
32 I DWR But. 23,60_-
_219/60
9x,6001.
117.1'
117.1
21
30
DWR BW. 2160
791
_1212/60_1160-_-95.500
•-62.55
11255
.76
40 t DWN.9ul .2], 6t ...12111601-___
72.9001
_ 60.8;
0.8,
32
77 !
DWR B.I. 27.61
1%2
2/19192_
240.0
6].89
113.88
29
75 I DWR But. 2]-61
2/15/621
82.400;
61.961117.%!
29
]]
OWR gu1.27-62
t%]
4115163..1250
__97,500
109.000
65.02
115.02
2a I
25 DWR But. 1J06J
4115/67
105.0001
64.67
114.671
I6_ 1
20
DWR gut. 130.63
_
1%d
1/2184
1600
56.900
_
55.00
_
109.00:
49 I'-54
I DWR B1d. 110-64
•1111764:
46,500.
NR I
NR 1
a2 -1
NR 1
OWR B1J. I]0 -ba
Note:
Discharge lar
Water Years
1965 through
Ne present is for the main Aver
channel
only and doesnot include east
bank o_ve_Alow.
1%5
1%6
_
12723164 1850
116/66.0200
^126.000
••8].20b_
62837128]1
68.92[-�I.1�4
178.921.
15 I
I
B I DWRSil:170.65-
J9 DWR But. 170.66_
12231641
• 117.0D0-__*
67,6001__60.451.110.451
67.721
117.721
'i i. I
12
19 I
DWR 8,A. Ib -65
DWRBa.1]0.66
1%7
2/1/67
'0170_i6i.'00065:61115.6ii_26I-I2:
_7B
OwRBui. 1]0-67
_116766
211/67
==:- 96700
65.031
715.0)
_75
711,008
1
--'6086;
1=2%251682360-
"t
__OwR
guI.IJ667
67 ai7
41
a4 DyVR &d. tJf1-69
2!25/69
68iWi
10.9617a
_
- 36
OWR BuJ130.68'
Ui4769
04]0
il4000
67.291
11.29."21._.1._-IB-•7--OWRlKi.
130-69
1114891
108.0001-'66.54.
116.541
to I
16-1-DWR
014:130.69'
1970
12470
1/17171_
1645
1815
178.000_69.79
97,100
64.59
_119.79•
114.591
t0_
-30_
5
29
1 DWR u1. 130-70
OwR But, U571_
_1124/70'_
7)1701!
770.000__68.861
90,600 6]._701
118.66 6
i
117.701'2<"-
6
27 i_
_DWR 814 170-7
DWR-..,:
_7977
1972
31x72
• 0841
_
52.80•
102.801 58
66!
DWR 014.!]0172
7472 1
26.100•
•NR
NR48-NR
00.71
DWR Out 130.72
-1977
111973
09-10
_26.900
9,400
64.891
It1.B9:.
31
I 27
1 DWR W. 130.73
1,19/731
Goo!
NR I
NR
2] I
NR
OWR 01J. lm -7]
1974
1/17174
1915
142.000
68.43
1/8.4]1 9
12
1 DWR Bud. 130.75
I/t7/741
139.0001
NR
NR
-a
NR I
DWR 614. 170.15
19
211175
071
101.000
64.05
114.05
34
? DWR &,1. 130-75
2114/75 1
8B 7001
NR
NR
1 25_
OWR &d. 170.75
..
1976
_.
31176
_
1415
-._ _. _
28.800
5].22
.- ..
10].22
...26._.
57
-,-
65
.. _ _____
1 • 1
.
X106
- -
25.9001
_
52:561
102.561
_
x9
_NR 1
S5.
..
' 31
_
1977
.. -._
11777
..
1115
.0
_
4942
_
�99.a2i
....
59
I 67-
_ �-]I ---'
�117177
_•12.]OOi4g.62I_-9.621-51�--�-57��
'54.
- � - y '19791117118
_
-1000_122:000
__14.700
_
•66.21
_
716.211
16 -I
21 ..�
-31 _ _----
1117178 1
120.000
65
115.941
9
I t0 i
31
"1979
2114!19
_
1745
77,600
� 60.86
170.86•
J9
! 06
I 31
2114179 ,
62,800.
50.66!
108.66.
38
43 �
31
1980
220180
08]0
127,000
06.60
116.60
t4
20
y
2/20180
126,000
66.49]
116.49
7
1 17
y
_.
1981
128!81
_ . ..
1615
_ ...
•_ 84,500
_ ..
61.65
111.6577
..
__.
d2•
...
]%
1118181
..
79,800
61.03.
111.0]1
.�.
1 35 i
31
• 1982
/2111181
•_ 0016_
115.]7
20
27
41
12720,811
705.000
64.241
14.24
I6
I 2]
41
• 1987
312183
0775
_119.000
151,000
_65.]7
69.19
119.19
g
7
411 _
1
311/B]
!48.000;
68.941
118.94
2
I 5
41
1964
12/26787 0745
--129.000
_
67.71,
117.3]
._.
U
..
1 17
ai -_ - •
1226/8]1
125.0001
66.841
116.84
_.
8
I 15 1
41 _
1985
11/25184 001
50.100
1 .0B
107.08
51
59
OWR 0u1. 170-85
11125/84
36.800!
54.66
104.661
. 44
52
DWR Bw. 17oB5
._.. _
1986
.. .._..
2/1886.
2115
1]9.000
_ ._
68.19•
_
118.19
... ..
10
:. .....
14
.... .. _.-__
a'/
.
211&96--1]3,000
1-._..
_
67.681
111.681
9
173 I
-
4l
•1987
11]167--1545
____._...
61 <00
___...
. 59.12
109.72
_-47
_.
•59
_ ._. ..
4/- --_
- 113107
55a00V--
-58.20
106.20
_
39
41.
'-' 4/
•_ 79891/41862300
_
__68.200
__59.65.109.85.47-50_.:.._
_
411:: _: __
•1 •41
115108
57.10011
i
57.141
f07.1dI1f-at
47
al
1989
711169
1845
61.800
S8:98
108.98
a6
SS
311 1189
S2.]00:
57.461
107.461
40
145 i
al
1l
t�5
.200
53.24
103.24
1 64
1..._
54
11~.
41
.. 1991
_
.
SMI
37 100
54.60
-__-_36:10
106.64
57
62.
__' of -_-_--
-7/5191 �
--' ]],000
5J.82I
103:82
•_ 66
57 ?.
-49
t
1992
2113192
01]0
52.800
108.70
50
4l
2/17N2
1 x2.200
5587
" 705.07
47
I !
-41
•_'1993
1h183
2-_
- -99.400
65.]7
_
115.7]
3f'.[-
21
_
4/
721193
87-90
64.141
114.14
26'
28 �
_ _
4/
1 1994
20194
2100
71.600
_
57.57
70].57,
_
55'
6]
41
2/884
�- 27.30051.6BI
_
101.68
50
16 1
41
I 1995
111085-13
15
110.000
68.72
111.72
18
ID
.4
1110195
116,000
68.46
171.46
12
8 1
4/
i -19962h2/96
. _....
OStS
_._.. . ..
88,400
-.
64.11
_
114.71
]5
77
1 4l
222/%
84,500
61.48
11].48
26
2B I
a1
_
i 1997
18197
.__. ..
120.000
._ _
68.90
111.90
...
t7
_
9
... _._ ._._. _.
4l__-
1_
1/247
_
118.000
68.65
!18.65
t0
7 I
41
1-096
_....._
274198
_04]0
•0630
__.._
717,OD0
..
66.47
_.. _
I1B.43
.._ .._
79
_ _
12
__-
. a/
2/4198
114,000
60.011
1 '1 ...
8.01
__.
IJ
_ _ _.�.._:.
tt
41
1 .
1 _
I. - ..
T_....._..._..._
, ...
I..
___
..._
-------- _.- .
Note: See
page 2 of
3 for loolnotes.
See
pa2e
3 of 3 for remarks regarding
eak
Inslantaneous
Bala for
each water
year.
-
.
r
TABLE 35
LITTLE CHICO CREEK HYDROLOGIC MODEL _
ADJUSTED PRECIPITATION AND PEAK DISCHARGE
10 -YEAR RECURRENCE INTERVAL
Areal adjustment factor -for precipitation is 0.958.
150
24 -Hour
Peak
Time of
-Creek
Subwatershed
Node
Preci itationJ
Discharge
Peak
Little Chico Creek
1
7.86
144
17.25
A
144
17.25
2
7.38
254
10.00
B
373
17.25
3
6.23
274.
9.75
C
609
10.50
4
5.75
556
9.00
D
1,009
10.25
5
5.56
858
8.75
E
1,539
9.75
6
4.79
532'
9.00
F
1,976
9.75
7
4.12
358
9.50
G
2,276
10.50
8
3.83
562
8.25
I
562
8.25
9
:3.64
332
8.75
J
10
3.54
121
8.25
J
1,984
10.25
11
3.45
94
9.50
K
2,065
10.50
12
3.40
291
9.25
L
2,227
11.25
13
3.35
20
9.75
M
2,•235
12.00
14
3.31
41
10.50
N
2,263
.12:75
` 15;
3:29:
89
9.75
0
2,307
13.50
Areal adjustment factor -for precipitation is 0.958.
150
1
1
1
1
1
I
f
1
1
1
i
1
1
1
1
1
1
TABLE 36
LITTLE CHICO CREEK HYDROLOGIC KODEL =^ '
ADJUSTED PRECIPITATION AND PEAK DISCHARGE
50 -YEAR RECURRENCE INTERVAL
Areal adjustment factor for precipitation is 0.958.
151
24 -Hour
Peak
Time of.`
7Creek
Subwatershed
Node
Preci itationJ
Dischar a
Peak
Little Chico Creek
1
10.63
368
9.50
n
.A
368
9.50
2
8.81
461
9.50.
8
810
10.00
3
8.33
624.
-9.25
C
1,375
10.00
.4
7.76.-
1,065
.9.00
D
2,154
10.00
-------------
5
7.47
1,505
8.50
E
3,049
9.75
6
6.51
989.
9.00
F
3,795
9.75
7
5.94
194*
9.2S
G
4,407
10..50
'8
5.75
1,145
8.25
1
1,145
8.2S
9
5.46
698
8.50
10
5.08.
245
8.25
3,191
9.25
11
4.89
199
9.50
K
3,385.
9.50
12..
4.60
498
9.00
L
3,670
10..50
13
4.31
47
9'.25
M
3,667
11.00
14
4.26`
90
9.75
N
3,713
11.75
15
4.22
1.53
9.50
p
3', 763
12.50
Areal adjustment factor for precipitation is 0.958.
151
TABLE 37
LITTLE CHICO CREEK HYDROLOGIC MODEL
ADJUSTED PRECIPITATION AND PEAK DISCHARGE
100 -YEAR RECURRENCE INTERVAL
ji Areal adjustment factor for precip•}
152
I Creek Subwatershed
Little Chico Creek. 1
Node
A
24 -Hour
Precipitation!/
11.50
Peak
Dischar a
473
473
Time of
Peak
9.50
9.50
9.25
1 2 11.-02 873
'.3
B
1,29B
9.75
9:58
876
9:25
C
2,107
` 9.75...
�.
4
8.62
1,302
9.00
D
3,087
9:75
'
5
8.14
1,748
8.50
E
4,117
9.75
6
7.19
1,186
8.75
E
4,940
10.00
7
6.23-
872
9.25
5,563
10.50
8
6.13
1,266
8.25
I
I
1,266
8.25
g.
5.65
::-733
8.50 .
10
5.56
286
8.25
!.
J
3,477
9.00
11
5.36
236
9.50
K
3,706
9.25
12
4.98
566
9.00 .
L
4,043
10.25
4.7.4
63
9.25
I3
h1
4,040
11.00
'
14
4.69
118
9.75
N4,093
11.75
i5
4.65 :
186
9.50
'..
p
4,155
12.50
'tation
is 0.958.,
ji Areal adjustment factor for precip•}
152
TABLE 38
LITTLE CHICO CREEK HYDROLOGIC HODEL
ADJUSTED PRECIPITATION AND PEAK DISCHARGE
500 -YEAR RECURRENCE INTERVAL
Areal Adjustment factor .for precipitation is 0.958
153
24 -Hour
Peak
Time of
Creek
Subwatershed
Node
Preci itationJ
Discharge
Peak
-ittle Chico Creek
1
13.70
785
9.25
A
785
9.25
2
13.22
1,36.5
9.25
B
2,077
9.50
3
11.21-
1,233
9.25
C
3,213
9.50
4
10.35
1,800
9.00
D
4;592
9.75
5
9.77
2,358
8.50
E
5,956
9.75
6
8.43
11565
8.75
F
7,005
10.00
7
7.38
1,192-
9.25
G
7,815
10.75
8
7.19
11610
8.25
I
1,610
8.25
9
6.71
973
8.50 .
-
J
10 -
6.61
379
8.25
J
4,330
9.00
11
6.71
352
9.25
K
4,665
9.25
12
6.13
780
9.00
L
5,099.
10.25
13
5.56
95
9.00
M
5, d-92
10.75
14
5.56
179
9.50
14
5,177
11.50
15
5.36
243
9.50
0
5,247
12.25
Areal Adjustment factor .for precipitation is 0.958
153
§ 135 BARCLAYS CALIFORNIA CODE OF REGULATIONS
§ 135. Supplemental Standards for Butte Basin.
The standards apply to Butte Basin, as delineated on Figure 8.12 and
partitioned into designated Areas B, C, D, E, and Reclamation District
I OD4. The basin's west boundary is the Sacramento River east bank proj-
ect levee, and above the Ord Ferry area where there is no project -levee,
the boundary is the designated floodway of the Sacramento River
adopted November 29, 1988. The east boundary is based on the wetted
area of the 1970 flood. The north boundary is the Sacramento River des-
ignated floodway in the proximity of Murphy Slough and Golden State
Island, and the south boundary is the Sacramento River between the city
of Colusa and the Butte Slough outfall gates, a section of the Butte Slough
levee in both Colusa and Sutter Counties, and Pass Road in Sutter County.
These standards supplement and, where in conflict with, supersede the
standards in section l 11 through section 137.
(a) Approval from the board is required for any encroachment that
could reduce or impede floodflows, or would reclaittl any of the flood-
plain within Butte Basin.
(1) Encroachments in Reclamation District 1004 are not regulated by
the board.
-(2) The supplemental standards do not apply to that portion of Area E
located north of the Butte -Sutter County line and its extension westward
into Colusa County, and situated adjacent to the Sacramento River proj-
ect levee where the natural ground level is higher than the 100 -year flood
elevation.
(3) Except where the activity would potentially affect a project levee
or other project feature, the standards within sections 116, 122, 123, 124,
126,127,129,130, 131,132, and 137 do not apply to that portion of Area
E located south of the Butte -Sutler County line and its extension west-
ward into Colusa County_
(b) Approval from the board is not required for crop checks less than
thirty-six (36) inches in height. In Areas B, C and D, all crop cheeks must
be removed prior to flood season, unless they comply with the require-
ments of subdivisions (d), (e), and (f), respectively.
(c) Except where the activity would potentially affect a project levee
or other project feature, approval from the board is not required for land
leveling or grading', or for drainage and irrigation improvements in Areas
C, D, and E that have a localised impact only and comply with subdivi-
sions.(e), (f), and (gj of this section.
Title
(d) Within Area B, approval from the board is not required for any
croachment that is less than eighteen (18) inches in height above the nt
ral ground level. However, any proposed encroachment within a slot
or swale must be approved by the board. Area B extends southerly fr
Butte Basin's northerly boundary to a line located one thousand (1,D
feet southeasterly and lying parallel to the Parrott Grant line.
(e) Within Area C. approval from the board is not required for any
croachment less than thirty-six (36) inches in height above the natt
ground level, and having acrest elevation less than seventy and one to
(70.1) feet (NGVD). Area C is the area enclosed within a three- (3) n
radius measured from the center of Moulton Weir and limited by
southeasterly extensions of the north and south training levee alignme
to the three- (3) mile arc.
(f) Within Area D, approval from the board is not required for any t
croachment less than thirty-six (36) inches in.height above the natu
ground level and having a crest elevation less than fifty-four and n
tenths (54.9) feet (NGVD). Area D encompasses the Colusa Weir loge
er with its outflow channel enclosed by trai ni ng. levees, and an overt ,
area extending to Butte Creek.
(g) Within Area E, approval from the board is not required for any i
croachment less than thirty-six (36) inches in height above the natu
ground level. The northern boundary of Area E is a line located one thi
sand (1,000) feet southeasterly of the south -Parrott Grant line, and t
southern boundary is formed by the Sacramento River between the c
of Colusa and the Butte Slough outfall gates, a section of the Butte Slou
levee in•both Colusa and Sutter Coundes, and Pass Road in Sutter Coun
(h) Within that portion of Area E located south of Gridley Road, m
and existing recreational.structures, including caretaker, security, a
dwellings for seasonal occupancy (as defined in section 113) may be pi
mitted provided the finished floor level of the structure is at least two 1
feet above the design flood plane or two (2) feet above the 100-yearflo
elevation, whichever is higher.
Non: Authority cited: Section 8571. Water Code. Reference: Sections 86(
8609 and 8710, Water Code.
HISTORY
1. New section and figure 8.12 filed 9-30-96; operative 10-30-96 (Register!
No. 40).
154
Title 23
I
1
F
1
1
1
1
i
F
1
1
1
1
1
1
1
1
.Reclamation Board
:moi `t. ''• _Y: .{'Ij%
"Opf _
Iry
EO
,' a • I
E y
n A Al
155
§ 135
Final
Flood.
.Environmental Impact Report for the
Butte Basin Overflow Area
Prepared tot
The Reclamation Board
Sacramento.CA
December 1981
156
1
1
1
1
1
f
1
f
1
I
1
1
1
1
1
1
i
Final
Flood.
.Environmental Impact Report for the
Butte Basin Overflow Area
Prepared tot
The Reclamation Board
Sacramento.CA
December 1981
156
r�Mic nr
.,r.,�...a.,.�.i,r.,,��+.,...........e.+.«..•..�p.ra...-r.,rv.r,.+....n..... �.:....�.r .,.. e..r.,-sr.. r
SACRAMENTO RIVER .
c Chico CHICO LANDING TO GLENN c�m Ls]6nd
AREA OF OVERFLOW TO BUTTE B:A51N
\� � I� ,,�...' • PROJECT LcvEE
1T4 RIVER MILE
ROAD .RIVER CHANNEL BASED CN
JUNE 17, 1985 PHOTOS
•\. SEVENk11�E1�LBANK PROTECTION
\\ LI111! �/ '.YORK BY CORPS OF
ENGINEERS/STATE
O _
p PROPOSE BANK
\T PROTECTION WORK
•' `�� �L'�� `9 BY CORPS OF
�- `n •, oo. 1 ENGINEERS/STATE
la
OOO .WORK PROPOSED -
1y, \ BY STATE
�•.. O' T ^` CrOol~� ••• .•-"�- n,,,—`••Qn9P� - \ F.R.S. FLOOD RELIEF
.1�.....� Sjod.;
'Uy Cr.10.3 " O. STRUCTURE -
c--=c-c'� SITE 192.4 ,�%' ,+
�...., R.O-AO ...
A �
ugh
SITE 190.7 II _- /.` P LekeB....._._...`- . S:/0......
r� 10A RAISE 1 r=_�"..Y`�'--_.=
N tv2 MbTF.R.S. MURPHYf� � • ....... 1
CHICO 1 1 //SL. PLl7C; 3 S s -
LANDING O / SITII 11 _
•� O - O, /-,SITE- 187.2 OVERFLOW p�. II •/,+,•
..pQ
AREA I1 .•
OOOOpO y;IO O.
PARROTT F.N,S, Eddy Lake
0 SITE 191.6 ti (N.o Work Propoe'eO The Lagoon
187 OEGRADE i
t:4+"•-_z:: ROADWAY
G•4. 190�1'� BiTEr1'67.1 PLUG %� )) 175
170188{
SITE 17015/�.
II 183
1'� 181 179 p 177 �f
19e 1t � rbi ,••� �
,i.,. ..
104
r� 18'9 k SITE 188.5 185 ,,,.••' •'''•,.�., - ,•
OOrd FarrY, R ,.�„�„ 180 • 17..•......
T Br1dv. 7 1T8
O ,•,Y SITE 179.5 SITE 179.4 OIENN
SITE 188.8 p F R '45
46 OR00 END
u
MILES
0 2 BUTTE BASIN OVERFLOW PLAN