HomeMy WebLinkAbout2008-07-TECHNICAL MEMORANDUM 5.2 LC SPRING IMPROVEMENTS Technical Memorandum 5.2
Lyman Creek Spring Improvements
July 2008
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Prepared for: Prepared by:
City of Bozeman Morrison-Maierle, Inc.
411 East Main Street 2880 Technology Blvd West
Bozeman, MT 59715 Bozeman, MT 59718
Technical Memorandum 5.2
Lyman Creek Spring Improvements
July 2008
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• - - • MORRISON
1883 dd MAIERLE,INC.
Prepared for: Prepared by:
City of Bozeman Morrison-Maierle, Inc.
411 East Main Street 2880 Technology Blvd West
Bozeman, MT 59715 Bozeman, MT 59718
TABLE OF CONTENTS
5.2.1. INTRODUCTION ..............................................................................................1
5.2.2. UNCAPTURED GROUNDWATER...................................................................3
5.2.2.1 Uncaptured Overflow ..................................................................................3
5.2.2.2 Uncaptured Drainpipe Area Flow..............................................................10
5.2.2.2.1 Ambiguities in Measurements.............................................................12
5.2.2.2.1 GWUDISW Considerations Upper Collector.......................................13
5.2.2.2.2 Collector Considerations.....................................................................13
5.2.2.3 Other Uncaptured Underflow.....................................................................14
5.2.2.3.1 Geologic Control...................... 15
...........................................................
5.2.2.3.2 GWUDISW Considerations.................................................................18
5.2.2.4 Source Fluctuations ..................................................................................19
5.2.3. RECOMMENDATIONS ..................................................................................28
5.2.3.1 Upper Collector.........................................................................................28
5.2.3.2 Overflow Collection ...................................................................................29
5.2.3.3 Lower Collector Site..................................................................................31
5.2.3.3.1 Lower Collector Site Considerations...................................................31
5.2.3.4 Monitoring Plan .........................................................................................33
5.2.3.4.1 Short Term Monitoring Program .........................................................33
5.2.3.4.2 On-going Monitoring Program ............................................................34
5.2.4. CONCLUSION................................................................................................34
LIST OF FIGURES
Figure1: Vicinity Map...........................................................................................2
Figure 2: Photo of inlet to overflow pipe above transmission line inlet..............................4
Figure 3: Overflow of 60 gpm on 11/9/2007......................................................................4
Figure 4: Overflow 3,700 gpm on 6/17/2008.....................................................................5
Figure 5: Existing Water System........................................................................ .7
Figure 6: Lyman Creek Inlet Control Building flows and uncaptured flow 3-foot weir. ......8
Figure 7: Photograph of trapezoidal flume during submerged conditions. ........................9
Figure 8: Potential diversions at upper site compared to water right. .............................10
Figure 9: May 8, 2008 discharge of 181 gpm into streambed at drainpipe. ....................11
Figure 10: May 8, 2008 discharge of 173 gpm from drainpipe........................................12
Figure 11: Longitudinal profile of upper Lyman Creek. ...................................................15
Figure 12: Location of groundwater inflow between CM-2 and Parshall flume. ..............17
Figure 13: Total potential groundwater diversion with all uncaptured groundwater. .......20
Figure 14: 2001-2007 seasonal fluctuations at the 3-foot weir........................................21
Figure 15: 2001-2007 seasonal fluctuations at the Parshall flume..................................21
Figure 16: 98 percent confidence interval flows at 3-foot weir. .......................................23
Figure 17: 98 percent confidence interval flows at Parshall flume. .................................23
Figure 18: Trends of Lyman Creek average flows at Parshall flume 1970-2007.............24
Figure 19: 98 percent confidence interval flows at Parshall flume 1970-2007. ...............25
Figure 20: Comparison of 1970-2007 and 2001-2007 confidence intervals....................25
Figure 21: Long-term trends in stream flow in the Gallatin River watershed...................27
i
LIST OF TABLES
Table 1: Drainpipe and overflow pipe discharge measurements. .....................................6
Table 2: Groundwater baseflow contribution to Lyman Creek below 3-foot weir. ...........14
u APPENDIX
Appendix A: Monitoring Forms.......................................................................................A-1
ii
5.2.1. INTRODUCTION
This report presents the results of an investigation of the City of Bozeman's Lyman
Creek diversion and Lyman Creek Inlet Control Building for the purpose of identifying
how to increase the flow of water into the plant up to the City's water right of 2,680 gpm
and increase the reliability of that flow. Figure 1 is a vicinity map showing the location of
the Lyman Creek Inlet Control Building, the historic point of diversion on Lyman Creek,
the current location of groundwater diversion at the head of Lyman Creek, and various
locations on Lyman Creek where groundwater discharge and surface water flows were
measured during this investigation.
Historically, Lyman Creek was diverted by the City of Bozeman at surface water
diversion located approximately 0.22 and 1.5 miles downstream from the source of
water. The source of water is groundwater, discharging from the Madison Limestone
through a large spring. The location of the spring is controlled by a fault that has
displaced metamorphic rocks upward against the down-gradient end of a block of
Madison Limestone that provides the source of groundwater storage released through
the spring. The relatively impermeable metamorphic rocks block the down-gradient flow
of groundwater through the Madison Limestone, causing the groundwater to pool in the
limestone behind the dam of metamorphic rock. The groundwater level in the limestone
rises above the elevation of the metamorphic rock dam, spilling over the metamorphic
rock to emerge through the rock rubble and alluvium in the bottom of Lyman Creek as a
large spring starting a few hundred yards upstream from the dam of metamorphic rock.
The original surface water diversions were constructed approximately 0.22 and
1.5 miles downstream from the large spring and diverted water into the Lyman Creek
Reservoir. The surface water diversion structure and associated raw water transmission
line to the Lyman Creek Inlet Control Building could divert essentially all of the surface
flow, excluding seasonally high flows in the spring and/or large storm runoffs.
Specifically, the surface water diversion structure and pipeline used in the past could
divert all of the City of Bozeman's 2,680-gpm water right when the flow was available.
In the early 1990s, in order to avoid treatment costs stemming from new surface water
rules, the City began improvements to change the point of diversion to a subsurface
collector system located at the source spring approximately 1.5 miles upstream from the
original surface water diversion location. Two subsurface collectors bounded by sheet
piles, were built into the alluvium and rock rubble to directly intercept and divert
groundwater before it emerged through the spring zone. When the groundwater
diversion was put into operation, the water treatment plant facilities had the capacity to
treat flows equal to the 2,680-gpm water right on Lyman Creek on a seasonal basis.
Subsequently, modifications made to the piping system in the Lyman Creek Inlet
Control Building reduced the hydraulic capacity of the plant to approximately 1,500 gpm
so that part of the groundwater flow that historically was collected is spilled through an
overflow at the point of diversion.
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With the Lyman Creek Inlet Control Building flowing at its maximum hydraulic capacity
of 1,500 gpm, the maximum possible diversion rate under the current plant
configuration, a substantial flow of groundwater discharges out of the source spring in
the area between the two existing subsurface collectors and flows on downstream in
Lyman Creek. The City of Bozeman initiated this investigation to determine how the
flow through the Lyman Creek Inlet Control Building can be restored to the original
capacity of the 2,680-gpm water right and how to obtain the longest duration of the
2,680-gpm diversion from groundwater as possible.
5.2.2. UNCAPTURED GROUNDWATER
Investigation of the Lyman Creek Inlet Control Building and groundwater diversion
system in the autumn of 2007 and the spring of 2008 identified the following sources of
flow that are not captured by the current diversion and which can be used to increase
the diversions to the existing water right flow of 2,680 gpm and increase the duration of
that flow:
1. Groundwater discharge spilled through the overflow pipe at the inlet to the main
'. transmission pipe to the Lyman Creek Inlet Control Building is uncaptured
groundwater flow that can be used to increase flow to the Lyman Creek Inlet
Control Building.
2. Groundwater discharging from a spring and a buried black HDPE corrugated
pipe in the area between the upper and lower collectors for the existing
groundwater diversion system is uncaptured groundwater that can be used to
increase the flow to the Lyman Creek Inlet Control Building.
3. An inflow of groundwater discharge into Lyman Creek 0.5 to 0.8 miles
downstream from the existing groundwater collector system is uncaptured
groundwater flow that probably represents flow that passes under the present
diversion structures.
5.2.2.1 Uncaptured Overflow
The City of Bozeman manually regulates the submergence of the transmission line inlet
at the groundwater collector system to ensure that the inlet remains submerged so that
air cannot enter the transmission line. Figure 2 is a photograph of the manhole at the
inlet to the transmission line. The transmission line inlet and the outlets from the two
groundwater collectors are submerged in the photograph and the 24-inch diameter
."" overflow pipe inlet is visible on the left side of the manhole. The overflow pipe
discharges into Lyman Creek. Figures 3 and 4 are photographs of the discharge from
the overflow pipe showing low overflow and high overflow conditions, respectively.
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The overflow is regulated manually by City of Bozeman personnel who use a flow
control valve to restrict the flow into the transmission line so that the transmission line
inlet remains submerged, thus preventing air from entering the transmission line. In
addition to preventing air from entering the transmission line, the purpose of the manual
regulation of the groundwater diversion is to maintain a constant flow through the plant
so that the treatment processes can be operated at constant rates for extended periods
of time at least a week at a time, if possible. The latter type of operation necessarily
results in some spill of the available groundwater flow. Typically, the flow into the inlet
is adjusted so that a constant flow will be maintained for approximately a week. The
flow of groundwater spilled through the overflow is initially greatest when the valve is set
and recedes in response to natural groundwater flow recession during the time until the
next adjustment of the valve. The valve at the transmission line inlet must therefore be
adjusted more frequently during times of rapid seasonal change in the groundwater flow
rates and less frequently later in the year when groundwater flows exhibit a slower rate
of recession.
Groundwater discharges from a drainpipe and from the local streambed at a location
between the upper and lower collectors for the existing groundwater diversion. The
_ origin of the drainpipe is unknown; however, it was likely part of a construction site
dewatering system installed during construction of the existing collectors. This location
is referred to as "drainpipe" on Figure 5. The overflow pipe at the inlet to the main
- transmission line dumps overflow water into the Lyman Creek streambed downstream
from the drainpipe site, between it and a trapezoidal flume installed by the City of
Bozeman (Figure 5). The flow of water through the trapezoidal flume therefore is the
sum of groundwater discharge at the drainpipe and overflow from the transmission line
inlet.
The inflow around the drainpipe was measured separately from the spilled overflow at a
current meter station (CM-1 on Figure 5) established between the drainpipe site and the
overflow pipe. Table 1 summarizes the results of the measurements and shows the
spill from the overflow pipe distinguished from the groundwater discharge into the
Table 1: Drainpipe and overflow pipe discharge measurements.
Calculated
Trapezoidal Current Meter Overflow Pipe
Flume Flow Site CM-1 Flow Spill
Date m) WPM) m
9/28/2007 418 309 109
11/9/2007 354 305 49
5/8/2009 950 354 596
6/17/2008 4,300 618 3,682
6/25/2008 3,500 619 L 2,881
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Figure 8 shows the same data as Figure 6 with an additional plot of the sum of the
potential diversions shown as green fill on the plot. The sum of potential diversions is
the sum of the water diverted through the plant plus the uncaptured flow measured at
the 3-foot weir and, therefore, includes the overflow spills as well as the uncaptured
groundwater issuing into the streambed around the drainpipe area. Also shown is a
magenta fill wherever the total potential diversions are less than the 2,680-gpm water
right.
Figure 7: Photograph of trapezoidal flume during submerged conditions.
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Figure 8 shows the combined spills and groundwater inflow at the drainpipe increase
the potentially available diversion to more than the water rights of 2,680 gpm for only
June and July or less during the 2001-2007 period of record. Accordingly, if the Lyman
Creek Inlet Control Building is modified to increase its capacity to a 2,680-gpm flow, that
flow can be provided in much of the months of June and July. However, the flow will
decrease to less than 2,680 gpm by mid to late July in most years.
Table 1 indicates that with the exception of high flows during the period of seasonally
high flow, the spills from the overflow pipe are not large and may not justify large capital
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Figure 10: May 8, 2008 discharge of 173 gpm from drainpipe.
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Table 1 shows that in the spring of 2008, flow of groundwater into the streambed of
Lyman Creek from the drainpipe area increased to more than 600 gpm. The rate of
recession of that discharge from more than 600 gpm to 300 gpm or less in the fall and
winter has not been observed or recorded; however, it is implicit in the record of
uncaptured flow at the 3-foot weir (Figures 6 and 8), assuming spill from the overflow
pipe was minimized. Accordingly, most (but not all) of the green-filled area on Figure 8
indicates the potential diversions that could be realized by adding the drainpipe area
flow to the diversion system, assuming the Lyman Creek Inlet Control Building capacity
were increased to 2,680 gpm.
5.2.2.2.1 Ambiguities in Measurements
The flow from the drainpipe area could be captured by constructing an additional
subsurface collector to the discharge pipe spring area. The streamflow measurements
at the CM-1 site indicate that most of the groundwater inflow to the bed of Lyman Creek
occurs in the reach between the drainpipe and the upstream end of the existing lower
collector. Accordingly, a relatively small collector structure installed into the bed of
Lyman Creek, beginning 10 or 20 feet upstream from the outlet of the drainpipe, would
12
theoretically provide 250 to 300 gpm of additional flow to the system in the late summer
and winter months, and up to 600 gpm in June and part of July in most years.
However, an unknown is how much water, if any, did Lyman Creek gain from
groundwater inflow between the trapezoidal flume and the 3-foot weir at the pond
downstream from the groundwater collection site? Any gain in this reach is water that
probably would not be intercepted by a new collector at the drainpipe site and,
therefore, should be subtracted from the 250- to 600-gpm flow predicted above for the
drainpipe site.
The measurements made during this investigation are ambiguous with the September
2007 measurement showing essentially constant flow across the reach, the November
2007 measurement showing what is likely a measurement or recording error, and the
May 2008 measurement showing a gain of 0.23 cfs which might simply correspond to
10 percent measurement error. The June 17, 2008 measurement at a flow of 9.5 cfs at
the trapezoidal flume shows a loss of 0.40 cfs between the flume and the 3-foot weir,
however, the June 23, 2008 measurement six days later at a flow of 8.96 cfs at the
flume shows a gain of 1.65 cfs between the flume and the weir. The apparent loss and
gain values are 4.2 and 18 percent, respectively, of the flow at the trapezoidal flume,
which was submerged during both measurements; i.e., the depth of water in the flume
exceeded its capacity necessitating a calculation to estimate the flow through the flume.
Since the geometry of the culvert/trapezoidal flume is non-standard the accuracy of the
calculated flows may be less than desirable.
5.2.2.2.1 GWUDISW Considerations Upper Collector
The proposed upper collector will likely fall under the same classification of groundwater
not under the influence of surface water as is the existing collectors. However, it will be
important that maintaining the current classification of the source water be a priority in
the further development of the spring. Discussion with MDEQ staff prior to commencing
with design is recommended. The proposed upper collector should be designed so it
can be isolated from the existing collection system. Testing for parameters under the
GWUDISW rules should be accomplished after construction of the new collector and
before putting the collector into service.
5.2.2.2.2 Collector Considerations
There are a number of considerations that need to be taken into account in design of a
new collector at the spring site.
• It is recommended that the collector constructed at the drainpipe site be
excavated to bedrock, if practicable, so that it collects as much of the underflow through
the gravel and rock rubble in the bottom of the bedrock channel as possible.
• It is recommended that the collector be constructed as to not disturb the existing
spring collection system.
• The disturbed area should be minimized as much as practical in order to avoid
disturbance of an excessive amount of wetland.
13
• A subsurface, compacted, cohesive clay soil cutoff wall is suggested as an
alternative to the sheet pile method used in the construction of Spring No. 1.
5.2.2.3 Other Uncaptured Underflow
The stream flow measurements indicate that additional groundwater flow discharges
into the bed of Lyman Creek, downstream from the 3-foot weir, as summarized on
Table 2. Stream flow was measured at four locations, shown on Figure 1 as current
meter sites CM-1 and CM-2, the 3-foot weir at the pond originally used as the upper
diversion site for surface water, and the Parshall flume at the unused lower surface
water diversion site. Measurements at the latter three sites, as shown on Table 2,
provided data indicating the surface water flow in Lyman Creek receives baseflow
discharge from the groundwater between the 3-foot weir and the current meter
measurements site, CM-2, and between CM-2 and the Parshall flume. The gains over
the entire reach are more than 300 gpm in the late summer and early spring and
probably decline to less than 300 gpm in the winter. Gains measured in the seasonally
high flow are very large and transient. As shown on Table 2, the largest gains
consistently occur in the reach between the 3-foot weir and the current meter
measurement site, CM-2.
Table 2: Groundwater baseflow contribution to Lyman Creek below 3-foot weir.
Current Gain from Gain from
3-Foot Meter Parshall 3-Foot CM-2 to
Weir Site Flume Weir Parshall Total
Flow CM-2 Flow Flow to CM-2 Flume Gain
Date pm pm pm pm pm m
9/28/2007 421 677 748 256 71 327
11/9/2007 3541 592 636 238 44 282
5/8/2009 1,075 1,317 1,416 242 99 341
6/17/2008 4,078 --- 5,906 --- --- 1,828
6/25/2008 4,015 --- 4,754 --- --- 739
-Measured at trapezoidal flume.
Figure 11 shows a longitudinal profile of the Lyman Creek streambed elevations in the
area from the existing groundwater collector system to the unused downstream surface
water diversion site. The elevations were obtained digitally from a DEM file and,
accordingly, do not perfectly represent the manually constructed, 40-foot contour
interval topographic contours published on the 7.5-minute U.S. Geological Survey
quadrangle; thus the irregular shape of the profile line as compared to the relatively
smooth profile that would result from manual plotting of the contour line elevations on
the map. The variance between the digital terrain model profile and the manually drawn
14
Figure 11: Longitudinal profile of upper Lyman Creek.
5900
DEM Streambed je
5800 11.6%Average Sl
8.5%Average Slo
Upper Collector 4.9%Average Slo
5700 Drainpipe —--
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TERTIARY
/ i 1_ SEDIMENTS _ 49%S/ope
5000 / 44
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 6000 6500 7000 7500 8000
Distance(feet)
contours on the map is smoothed on Figure 11 by linear regression lines showing the
average slope represented by the digital terrain model elevations. As shown on
Figure 11, the regression analyses indicate the stream profile along the reach of interest
is divided into three distinctly different slopes, ranging from 11.6 percent slope in the
upper reach, 8.5 percent slope in a middle reach, and 4.9 percent slope in the lower
reach.
5.2.2.3.1 Geologic Control
The 11.6 percent average streambed gradient corresponds to that part of the Lyman
Creek canyon cut into the metamorphic granite terrain. The local landform indicates this
part of the canyon is essentially a V-shaped canyon or nearly so, with a fill of very
coarse-grained boulders, gravel, and some angular rock rubble or talus, with a matrix of
coarse-grained to granular sand which can be referred to collectively as "coarse-grained
alluvium". The thickness of the deposits is not known, however, the deposits are highly
permeable. A significant portion of the water flowing from the spring in the Madison
Limestone flows into the coarse-grained alluvium and on downstream as underflow in
the Lyman Creek canyon. The existing groundwater collectors are completed in the
coarse-grained alluvium and intercept a portion of the latter groundwater underflow.
15
In the formulation of this investigation, it was recognized that the gradient of Lyman
Creek changed about 900 feet upstream from a fault between the metamorphic granite
and the Tertiary sediments that support the high-level bench along the mountain front,
downstream from the granite. Accordingly, it was anticipated that as the gradient of the
coarse-grained alluvium decreased, its hydraulic capacity would likewise decrease and
a portion of the groundwater underflow in the alluvium would be forced to the surface
and add to the flow of Lyman Creek. Narrowing of the strip of alluvial fill downstream
from the 3-foot weir also appeared to be a factor reducing the hydraulic capacity of the
coarse-grained alluvium to transmit groundwater in the reach between the 3-foot weir
and CM-2, thus forcing part of the groundwater flow into the streambed. Therefore,
current meter measurement station CM-2 was sited at the change from an 11.6 percent
to an 8.5 percent streambed gradient in order to detect any gains in surface water flow
between the 3-foot weir and the change in the gradient of the streambed. The gains
represent a portion of the underflow of groundwater that is bypassing the groundwater
collectors currently used as the point of diversion on Lyman Creek for the City of
Bozeman.
As shown on Table 2, the September and November, 2007 measurements indicate a
recession from 327 to 282 gpm, suggesting continued recession of the baseflow
contribution to Lyman Creek through the rest of the winter. The May, 2008
measurement indicated a groundwater contribution of 341 gpm to the Lyman Creek flow
between the 3-foot weir and CM-2, reflecting the onset of early spring recharge to the
system. Collectively, these measurements average 245 gpm and suggest an average
long-term groundwater contribution to this reach of Lyman Creek of at least 200 to
250 gpm, considering probable winter low flows. The long-term average groundwater
contribution during the summer months of high municipal water demand, excluding the
seasonally high flows in June and early July, may be 300 gpm, based on these same
data. This discharge of groundwater into Lyman Creek is uncaptured groundwater that
probably bypasses the upper groundwater collectors as underflow below the level of the
collectors.
Table 2 shows that an additional gain in surface water flow from the groundwater
contribution occurs between CM-2 and the Parshall flume. This contribution of
groundwater to baseflow in Lyman Creek exhibits the same pattern as the reach
between the 3-foot weir and CM-2; however, the flows are much smaller, ranging from
44 to 99 gpm and averaging 71 gpm. This baseflow contribution corresponds to the
part of Lyman Creek with an 8.5 and 4.9 percent average slope of the streambed and
may occur where the streambed transitions from 8.5 to 4.9 percent slope. The
8.5 percent slope may correspond to a thicker area of alluvial deposits, analogous to an
alluvial fan in the area of transition from the steep granite canyon to the relatively flatter
stream valley cut into the Tertiary sediment bench. Thicker alluvium would transmit
more groundwater than the downstream alluvium at 4.9 percent slope, thus causing
groundwater to discharge from the alluvium into the streambed where the streambed
gradient flattens from 8.5 to 4.9 percent.
16
The latter interpretation is reinforced by the presence of a dense growth of riparian
vegetation beginning near the fault. The fault is located across the toe of the mountain
slope in the photograph in Figure 12 with granite on the mountain side of the slope and
the benches in the foreground supported by Tertiary sediments. As shown on
Figure 12, the vegetation consists of deciduous trees and willows growing on the
surface of the alluvial deposits along Lyman Creek. The area of riparian vegetation is
limited to the surface of the alluvial deposits which are bounded on both sides of the
alluvial valley floor by Tertiary sediments. The location of the riparian vegetation
indicates the area of shallow groundwater along this reach of the stream. The shallow
groundwater likely corresponds to the reach of stream gaining flow from groundwater
discharging into the stream and is the probable location of the streamflow gains
recorded between CM-2 and the Parshall flume.
Figure 12: Location of groundwater inflow between CM-2 and Parshall flume.
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17
5.2.2.3.2 GWUDISW Considerations
The hard, crystalline, metamorphic granite bounding the Lyman Creek alluvial fill
indicates the contribution of groundwater to the flow in Lyman Creek between the 3-foot
weir and site CM-2 (Figure 1) is most likely underflow in the coarse-grained alluvium
that is not captured at the existing groundwater diversions, rather than new inflow to the
system from the granitic bedrock. This suggests that it may be possible to divert an
additional 300 gpm from the groundwater at a location downstream from the existing
groundwater collectors. If the groundwater inflow downstream from the 3-foot weir is
underflow that bypasses the existing groundwater collectors, it should be present in the
coarse-grained alluvial deposits anywhere between the existing collectors and where it
begins to emerge into the surface flow downstream from the 3-foot weir. In other words,
a new groundwater collector to intercept this flow would have to be upstream from
where the flow begins to discharge into the surface water. This probably indicates that
a new groundwater collector for this flow should be upstream from the 3-foot weir
(Figures 1 and 11).
A regulatory issue that may affect use of this latter flow of groundwater in the coarse-
grained alluvium is rules on Ground Water Under Direct Influence of Surface Water
(GWUDISW) as set forth in Montana DEQ circular PWS-5 (currently under review by
MDEQ). The PWS-5 rules would likely apply where surface water flows in the
streambed of Lyman Creek over or adjacent to a groundwater collector in the alluvium.
These rules do not apply to the existing groundwater collectors because the upstream
collector is not associated with surface water and is capped with clay to prevent
transient storm runoff from entering the collector. The downstream collector intercepts
groundwater flow from a buried alluvial channel under a landslide on the left side of the
canyon and is therefore above the existing channel of Lyman Creek and separated from
it by sheet piling. Seepage along the side of the collector system and over the sheet
piling indicates the groundwater gradient is from the collector to the streambed and,
therefore, the flow in the streambed cannot influence water quality in the collector.
The above conditions would not apply at a new collector constructed between the
trapezoidal flume and the 3-foot weir. Perennial flow of surface water exists in Lyman
Creek from the location of the drainpipe all the way down the streambed to the Parshall
flume. The flow of this surface water over the top of a new groundwater collector in the
streambed would invoke the PWS-5 and PWS-6 (Source Water Protection) regulations.
However, essentially all of the surface water flow in Lyman Creek upstream from the a-
foot weir is provided by the discharge pipe area and the overflow to the transmission
line inlet. Presumably, construction of a groundwater collector at the discharge pipe
would intercept that contribution to surface water flow, leaving only the discharge from
the overflow pipe. If a new groundwater collector were installed somewhere between
the trapezoidal flume and the 3-foot weir, the discharge water from the overflow pipe
could be routed into the new collector during most of the year, except for the periods of
seasonally high flow. During seasonally high flow, the overflow could be piped
18
downstream from the new collector before discharging it into Lyman Creek. Thus, the
system would remain a closed system with no surface water flow over the new collector.
The only uncertainty in the latter scenario is the potential for groundwater to emerge into
the streambed of Lyman Creek between the trapezoidal flume and the 3-foot weir.
However, diversion of groundwater into a new collector should reduce the groundwater
flow such that contribution to the surface water flow would cease. This points out the
desirability of locating the new collector as far upstream from the 3-foot weir as
possible, to minimize the potential for groundwater discharge into the streambed above
the collector and cause surface water flow over the collector.
The principal limitation in moving the theoretical new groundwater collector upstream is
the fact that the existing collector system indicates that a substantial part of the
groundwater flow at the existing diversion is likely in a buried channel of alluvium under
a landslide mass on the left (south) side of the canyon. Any new groundwater collector
installed between the trapezoidal flume and the 3-foot weir must be downstream from
the landslide deposit so that groundwater flow will not bypass the collector through a
buried channel of gravel. Accordingly, additional field work is required to select a site
for a new groundwater collector between the trapezoidal flume and the 3-foot weir to
avoid the landslide mass and select an optimum site for ease of construction and
effective capture of the groundwater.
Figure 13 shows the theoretical effect of capturing all of the inflow between the 3-foot
weir and the Parshall flume, as indicated by the 2001 through 2007 flow records. It is
assumed that a new groundwater collector somewhere upstream from the 3-foot weir is
successful in capturing most of the underflow bypassing the existing collectors.
5.2.2.4 Source Fluctuations
After the Lyman Creek Inlet Control Building capacity is increased to 2,680-gpm,
improvement of the diversions will increase the volume and duration of flows that can be
diverted each year. This latter benefit is evident on Figure 13. For example, Figure 13
shows that a diversion rate of 1,400 gpm was possible for only July and part of August
of 2005. Figure 13 shows that if the uncaptured water from the black 8-inch discharge
pipe and the water spilled through the overflow could have been added to the system,
the 1,500-gpm diversion rate would have been sustained from approximately mid-April
through mid-September of that year. If the additional increment uncaptured
groundwater emerging into the streambed of Lyman Creek in reach B on Figure 1 had
! been added with a diversion structure in reach A of Figure 1, the duration of the 1,500-
gpm diversion rate would have increased even more to include mid-March through the
late part of October.
The plots of the City of Bozeman staff's measurements for the 2001 through 2007 flow
indicate that even if the Lyman Creek Inlet Control Building is improved for a 2,680-gpm
capacity and additional groundwater collectors are added at the drainpipe area and in
reach A of Figure 1, the seasonal fluctuation in the supply from the groundwater source
19
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This leaves the question of what type of flows to expect in the 50 percent of the time
when 2,680 gpm is not provided by the source. Figures 16 and 17 show the 2001
through 2007 flow data plotted versus normalized time with the 98 percent confidence
interval for the average trends. The 98 percent confidence interval simply indicates that
there is a 98 percent chance that the flow from the source will equal the flows
somewhere within the interval.
The lower limit of the confidence interval on Figure 16 shows that when flows at the 3-
foot weir are less than average, they might never equal 2,680 gpm but will be at least
2,000 gpm from approximately June 1 through the middle of the first week in July and
will be 1,500 gpm or more at the beginning of August, 98 percent of the time. Figure 17
shows more favorable conditions at the Parshall flume with the water rights flow of
2,680 gpm satisfied 98 percent of the time from the end of the second week in May
through the middle of the last week in July. The same flow at the Parshall flume will be
satisfied 50 percent of the time from the beginning of May through the first week in
August, or nearly three weeks longer than the 98 percent confidence in flows occurring.
The seven years of flow measurements used in the foregoing analysis is a relatively
short period of time for hydrologic analysis of data that may display long-term trends
that are longer than seven years. Accordingly, it is necessary to determine if the seven
years of records for the Lyman Creek flows represent average, below average, or above
average conditions in the watershed. The first step in answering the latter question is
evaluation of data collected at the Parshall flume by the City of Bozeman for the period
from 1970 through 1988.
The flows recorded at the flume for the latter period of time are shown on Figure 18 and
do not include the diversions to the Lyman Creek Inlet Control Building, i.e, they are
limited to uncaptured water at the flume and do not indicate the total potential diversion.
Likewise, the flows for the 2001 through 2007 period are limited to uncaptured water at
the flume and do not include system diversions. Figure 18 also shows the trend of the
recorded flows, based on regression analysis of the data, superimposed over the
seasonal fluctuations.
- The trend of the flows essentially did not change from 1970 through the early 1980s.
After about 1982, the trend exhibits a significant decline, indicating that flows were
below average. There is no record for 1989 through 2000; however, the 2001 through
2007 record shows the flows in that period of time were considerably less than the
earlier 1970 through 1982 flows. The upward trend of the average through the 2001 to
2007 data does not indicate a period of above normal flows as demonstrated by the fact
22
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Figure 18: Trends of Lyman Creek average flows at Parshall flume 1970-2007.
8500 Lyman Creek Discharge at the Parshall Flume 1970 to 2007.
8000 • Reported Discharge at Flume l
7500
Estimated Hydrograph
Flow Trend
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that both the high and low flows for the period are considerably less than those
recorded in the 1970s and 1980s. The data indicate that during the 1970s, the flows
seldom decreased seasonally to less than 1,500 gpm at the Parshall flume, with a few
years declining momentarily to 1,200 to 1,400 gpm. In comparison, the flows in the
2001 to 2007 period declined to as little as 500 gpm in two years, essentially zero flow
in one year, and typically declined to the range of 900 to 1,200 gpm in the other four
years.
The records shown on Figure 18 clearly show that 2001 to 2007 represents a period of
below normal runoff with significantly less flow than in the years from 1970 through
about 1982 or 1984. Figure 19 shows an analysis of the entire data set from 1970 to
2007, showing the average flows and the associated 98 percent confidence interval at
the Parshall flume. Comparison of Figure 19 to Figure 17 indicates larger flows and
longer durations of flows than the data set limited to 2001 to 2007. Figure 20 shows the
combined plots from Figures 17 and 19.
24
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Figure 20 confirms the conclusion that the records from 2001 through 2007 represent a
period of below normal runoff in Lyman Creek and, therefore, decreased discharge from
the block of Madison Limestone that provides the source of water discharging through
the large spring on Lyman Creek. The latter conclusion can be put in the greater
perspective of long-term hydrologic trends in the region by comparing the trends of the
1970 through 2007 flows (Figure 18) to the long-term trends of the Gallatin River
watershed, as shown on Figure 21.
Figure 21 is a plot of the cumulative departure from mean monthly flow for the Gallatin
River near Gallatin Gateway, measured at U.S. Geological Survey stream flow gage
USGS 06043500 for the period from August 1889 through September 2007. The
cumulative departure curve is a powerful statistical tool used to reveal trends in data.
The significance of the curve lies in the trend of the curve, not the absolute values. As
shown on Figure 21, a downward trend in the cumulative departure curve indicates a
period that is below average, in this case, below normal for precipitation and/or runoff.
Similarly, an upward trend in the curve indicates a period of above normal precipitation
and/or runoff. A level trend indicates a period of normal (average) moisture conditions
in the watershed.
On Figure 21, the cumulative departure from mean monthly stream flow in the Gallatin
River reflects the period of below normal moisture that began in the 1920s and
persisted through about the end of 1941. The period of below normal moisture
conditions was followed by a period of essentially normal conditions (with a short dry
spell in the early 1950s) until the beginning of 1961. Starting in 1961, above normal
precipitation and runoff prevailed until 1975 when normal moisture conditions returned
to the watershed. The period of normal moisture conditions prevailed through 1985
after which below normal conditions resumed.
Therefore, most of the Lyman Creek data collected by the City of Bozeman in the period
from 1970 through 1985 were in a period of either above normal or normal moisture
conditions in the Gallatin River watershed. Comparison of Figure 17 to Figure 22 shows
that the Lyman Creek watershed began to exhibit below normal moisture conditions by
1982. Likewise, comparison of cumulative departures for precipitation records at
various parts of the Gallatin Valley to those for stream flow in the Gallatin River at
Gallatin Gateway does not reveal exact correlation between the onsets of the various
trends. These slight differences are to be expected for a comparison of stream flow
from a large watershed that is mostly located at considerable distance from the
precipitation stations in the Gallatin Valley or the small Lyman Creek watershed on the
flank of the valley. Although it is expected that small differences should exist between
all of these data, Figure 22 shows that there is an excellent correlation between
precipitation trends measured in the Gallatin Valley and stream flow trends from the
large mountainous watershed to the south of the valley. Within very acceptable limits,
all the data show the same trends.
26
Figure 21: Long-term trends in stream flow in the Gallatin River watershed.
20
Precipitation records for the Gallatin Valley.
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27
Likewise, the trends of the 1970 through 2007 data from Lyman Creek (Figure 17)
correspond to the regional watershed trends, with the exception of the apparent upward
trend on Figure 17 for the 2001 through 2007 data in a period of below normal moisture
trends in the regional watershed. However, examination of Figure 17 shows that the
statistical upward trend is a false trend resulting from very high year-to-year variability in
the runoff from Lyman Creek during a period of the smallest flows in that limited data
set. Moreover, year 2007 produced significantly greater flow than the previous six
years, thus biasing the regression analysis of the small data set.
Therefore, comparison of the 1970-2007 Lyman Creek flow data to the long-term
regional trends indicates the period from 1970 through about 1982 was a period of
normal precipitation and runoff whereas the later record from 2001 through 2007 was
for a period of below normal conditions, i.e., a draught. Assuming that the hydrologic
fluctuations in the watershed in the past are an indication of those that will take place in
the future, it appears that the fluctuations in flow recorded in the records, both long-term
and short-term, will be repeated in the future. However, despite the fluctuations in the
amount of water available from the source, this analysis clearly shows benefits in both
the annual volume of supply and the duration of summertime flows that will result from
improvements to both the diversion works and the Lyman Creek Inlet Control Building.
5.2.3. RECOMMENDATIONS
Expansion of the spring collection system should include, in order of priority, a new
upper collector at the black drainpipe site, improved regulation of water currently
bypassing the system through the overflow pipe, flow measurement after completion of
improvements to the system to help design a lower collection system and a streamflow
monitoring plan. Capture of water at the upper collector site could increase flow to the
reservoir by 250-300 gpm. Capture of water bypassing the system through the overflow
could increase flow to the reservoir by a minimum of 40 gpm and would significantly
increase the time that the City could divert its entire water right. The lower collector site
has the potential to capture an additional 250 gpm. In total, improvements to the Lyman
Creek Spring Collection system could provide an additional 500 to 600 gpm to the City
of Bozeman.
5.2.3.1 Upper Collector
While the amount of water that can be captured varies seasonally it appears that 250 to
300 gallons per minute is available for capture at the proposed upper collector site
during most of the year. The spring collector system should be constructed in such a
manner to not disturb the existing collector and to maintain a groundwater classification
of the supply.
28
The following steps are recommended in constructing the upper spring collector:
1. Remove soil and debris to bedrock depth from 10 to 20 feet upstream from
the end of the black pipe to approximately 50 feet downstream.
2. Construct a compacted clay cutoff wall at the downstream end of the collector
excavation.
3. Import washed gravel to act as a collection medium.
4. Install 12" stainless steel screen material at the bottom of the washed gravel.
5. Cover washed gravel with a geotextile and backfill with impervious material
such as a clay cap.
6. Extend 12" pipe downstream below sheet pile wall of existing Spring Collector
No. 2 and connect to existing 16" pipe at a point down gradient to allow for
gravity flow.
7. Construct new overflow manhole structure.
8. Provide bypass piping and valves to allow for the new collector system to be
isolated from the existing spring collection system.
Permitting will be an important component of the project. Agencies of concern include
the United States Army Corp of Engineers, the Montana Department of Fish, Wildlife
and Parks and the Montana Department of Environmental Quality. Permanent wetland
impacts should be kept to less than one-tenth of an acre in order simplify permitting and
to reduce project costs associated with mitigation of wetland loss.
The estimated project cost for the spring expansion is listed in the table below:
Upper Collector $120,000
Overhead/Profit 15% 18,000
Contingency 15% 18,000
Subtotal 156,000
Engineering 20%) 31,200
Total 187,200
The project should be constructed during low flow periods of the year. It is
recommended that the work commence around October 1st to allow for reasonable
working conditions and low flows. The project should take approximately 30 days to
construct. Due to permitting constraints the project should be scheduled for 2009.
5.2.3.2 Overflow Collection
The current operation for flow control is to set the flow control valve based on visual
observations of the overflow at the diversion manhole just downstream of the spring. As
discussed in section 2.1, this method of operation spills groundwater that was originally
diverted by the groundwater collectors. The amount of spilled groundwater varies
seasonally as the spring flow changes. Based on observations during the study the low
value for overflow is in the range of 40 gallons per minute. This value increases
29
significantly during times of major changes in flow rates and when the total water
collected in the spring exceeds the water treatment plant capacity.
As explored in Technical Memorandum No. 2.2, there are a number of methods that
could be employed to capture the overflow water. The following improvements would
help to reduce the amount of overflow water:
• Improved measurement of overflow water
• Storage volume to allow for operation under small fluctuations in spring flow
• Level/flow sensor to provide automated flow control or alarm functions
• Real time level/flow data through radio telemetry from the spring to the Water
Plant's SCADA system
Three options have been explored to reduce the amount of overflow water that is
spilled:
Option I — Radio Telemetry— Overflow Water Flow Data
This option includes the installation of a remote solar powered radio telemetry system
and the construction of a flow measurement weir box on the overflow pipe of the new
overflow manhole installed with the upper collector described in Section 3.1. This would
allow for remote monitoring of the overflow. This data could be used to adjust the
influent flow to the plant at more frequent intervals than the current visual observation
procedures. The estimated project costs for implementing the radio telemetry and
overflow measurement with the upper collector project are as follows:
Radio Telemetry $12,000
Weir Box 6,000
Subtotal 18,000
Overhead/Profit 15% 2,700
Contingency 15% 2,700
Subtotal 23,400
Engineering 40% 9,400
Total 32,700
Option 11 — Reservoir for Flow Attenuation plus Option I
This option would add a small reservoir to Option I to allow for increased flexibility in
setting the plant influent rate. Details regarding the small reservoir are discussed in
Technical Memorandum 2.2. Adding the reservoir to Option I would add approximately
$45,000 in total project costs to Option I which would result in the total cost for Option II
being approximately $78,000.
30
Option III — Postponing Improvements
Implementing Option I or Option II at this time would reduce the amount of overflow
water in the near term. Consideration should be given to postponing these
improvements if the lower collector site is to be explored after construction of the upper
collector. The reason for this is that the improvements installed under both Option I and
Option II would need be relocated down the canyon if the lower collector is constructed.
Recommended Option
In deciding which option to pursue at this time the City should consider the following
factors:
• Need for water at this time compared to long term needs
• Impact of existing operational constraints due to winter time access issues
- Available budget
It appears that the reasonable options to proceed with at this time are either Option I or
Option III. If development of the lower collection site is projected to occur many years
into the future it would is recommended that Option I be implemented at the time of the
upper collector improvements.
5.2.3.3 Lower Collector Site
The potential for capture of water at the lower collection site can be determined only
after completion of upper collector system, capture or redirection of the overflow pipe
and a complete year of streamflow monitoring has been performed. A few of the
considerations in trying to capture the water seen in the mid to lower canyon is
GWUDISW considerations, amount of flow in the mid to lower canyon section after
capture of the water at the new upper collector site, and final construction and design
considerations
5.2.3.3.1 Lower Collector Site Considerations
A flow of surface water presently exists downstream from the drainpipe site and persists
through the area where a second new collector is recommended, upstream from the
existing upper surface water diversion site at the 3-foot weir. That flow of surface water
is of concern to the second new collector in that it might cause groundwater diverted at
that site to be under the direct influence of surface water and, therefore, trigger surface
water treatment requirements for the Lyman Creek source.
The surface water flow between the drainpipe site and the 3-foot weir includes at least
the groundwater flowing from the area of the black drainpipe and the discharge from the
overflow pipe on the manhole where the existing spring collectors feed into the main
transmission line. However, it is presently not known if the flow includes an unidentified
component of groundwater inflow to the Lyman Creek streambed between the drainpipe
31
site and the second collector site. Moreover, it is not known if construction of a new
collector at the drainpipe site would end any groundwater contribution into Lyman Creek
flow downstream from the drainpipe site, if in fact such a flow exists now.
It is therefore recommended that construction of a new collector at the drainpipe site be
followed by a period of observation of the Lyman Creek streambed downstream from
the drainpipe site to determine if a flow of surface water persists in the streambed after
the new collector is in operation. However, such observations will be affected by the
discharges from the overflow pipe.
The discharge of water from the overflow pipe on the inlet manhole to the main
transmission line spills directly into the streambed of Lyman Creek and is therefore a
complicating factor, both in inspecting the streambed for groundwater inflow and for
preventing surface water infiltration into the second, downstream collector site
recommended herein. In particular, it is clear that even with the addition of the new
collectors recommended in this study, the diversion system will bypass overflows that
exceed the diversion capacity in late May and early June of most years, thus causing
undesirable surface water flow across the proposed downstream collector site.
At least two solutions might be applied to deal with the surface water issues associated
with the overflow as well as any groundwater that might potentially emerge into the
Lyman Creek streambed to become surface flow in this area. One potential solution is
to convey the overflow discharge through a pipe to a location downstream from the
proposed new collector site. It is assumed the pipe would be part of a larger
improvement to or replacement of the existing manhole structure at the inlet to the main
transmission line. For example, the overflow might be piped into a storage reservoir, as
discussed later in these recommendations. If there is no inflow of groundwater into the
Lyman Creek streambed downstream from the new collector proposed at the drainpipe
area, conveying the overflow discharge through a pipe would eliminate the potential
problem of surface water flowing over the proposed downstream collector site.
However, a pipe from the overflow would not collect any discharge of groundwater into
the Lyman Creek streambed downstream from the overflow pipe, between the
trapezoidal flume and the 3-foot weir, if such a flow exists. Therefore, a solution must
be provided for such a flow, if it is present. One possible solution would be to line the
Lyman Creek streambed with low permeability soil and utilize the entire reach of stream
from the trapezoidal flume down to the 3-foot weir as a manmade wetland. Influent
groundwater could enter the streambed through such a soil cap, however, the soil cap
and associated wetland would provide filtration of any surface water flow that might
enter back into the groundwater system. The goal of this approach would be to allow
the proposed downstream collector to pass MPA and operate as groundwater under the
influence of transient surface water flows with adequate filtration.
The uncertainty about groundwater inflow to the Lyman Creek streambed between the
trapezoidal flume and the 3-foot weir is the basis for the recommendation that the
streambed of Lyman Creek be scrutinized for any evidence of groundwater inflow after
32
the new collector at the drainpipe site is installed. Observation of the streambed will
probably require installation of a temporary pipe or low-pressure flat hose to bypass the
overflow pipe discharge to a location downstream from the 3-foot weir without allowing it
to enter the stream. The observations should be made for a couple of weeks after the
high flows in June, when overflow is manageable and high groundwater levels that
would cause any discharge into the streambed are most likely.
5.2.3.4 Monitoring Plan
Monitoring plans for both this year (short-term) and the future (on-going) should be
implemented. Short term monitoring should include measurements through the fall,
installation of devices to improve accuracy of readings and cleaning of the flume. On-
_ . going monitoring will be important in planning of a lower collector site (as discussed in
3.3.1) and for possible future diversions up to the full volume and flow rate of the water
right the City holds.
5.2.3.4.1 Short Term Monitoring Program
Monitoring at Lyman Creek should be continued by Morrison-Maierle, Inc. through the
fall of this year to establish recession of the spring throughout the summer months and
to install needed devices to increase measurement reading accuracy. Measurements at
the three current meter sections should be performed until ice/snow limits the accuracy
of the measurements. The weirs, flumes and the overflow should also be monitored
through the same period. Tasks performed during short-term monitoring program
include:
• Installation of boards in 3-foot and 5-foot weirs located at the upper and lower
ponds.
• Installation of staff gauges at the Parshall flume, 3-foot weir, and the 5-foot weir.
• Cleaning of Parshall flume including stilling well.
• Installation of a pressure transducer in stilling well at Parshall flume.
• Monthly current meter measurements through October at existing current meter
sites.
• Install Cutthroat flume with stilling well and transducer
The cutthroat flume with stilling well and transducer should be installed at the location
known as CM-1. This would enable flow to be directly measured in the section above
the Overflow and the Trapezoidal flume. The advantage to the cutthroat flume is that it
is not permanent, therefore could be removed and used elsewhere after construction of
the upper collector. The cutthroat flume is also less invasive, is easily installed and can
33
measure a wide range of flows. Total cost of the short-term monitoring plan, including
cost of flume and pressure transducers would be approximately $8,500.
5.2.3.4.2 On-going Monitoring Program
Monitoring by city personnel should be carried out until the City has fully utilized the
Lyman Creek Water rights. Even if flow is captured using a combination of new
collectors at both the upper and lower collector sites, future use could potentially be
through surface water diversion at the Lower Diversion Pond. This information will be
invaluable to the City in planning further diversions on Lyman Creek. Recommended
monitoring sites and intervals are as follows:
• Cutthroat Flume at site CM-1: Set logger to record measurements every 15
minutes, download once a month, download data in tabular form. Read and
record level on staff gauge bi-weekly from September 1 to April 1 as weather and
- access permit, weekly from April1 to August 31
• Trapezoidal flume: Set logger to record measurements every 15 minutes,
download once a month, download data in tabular form. Read and record level
on staff gauge bi-weekly from September 1 to April 1 as weather and access
permit, weekly from April1 to August 31
• 3-foot weir: Bi-weekly from September 1 to April 1 as weather and access permit,
weekly from April to August 31
• Parshall Flume: Set logger to record measurements every 15 minutes, download
once a month, download data in tabular form. Read and record level on staff
gauge bi-weekly from September 1 to April 1 as weather and access permit,
weekly from April1 to August 31
• 5-foot weir: Bi-weekly from September 1 to April 1 as weather and access permit,
weekly from April to August 31
• Instantaneous plant inflow to the Lyman Creek Reservoir should be recorded
each time manual measurements are performed.
Each site should be evaluated during monitoring according to the Lyman Creek
Measurement Procedure Chart contained in Appendix A. Daily Monitoring sheets, yearly
monitoring sheets, monitoring procedures and discharge tables for each device have
been included both electronically and in hard copy format in Appendix A.
5.2.4. CONCLUSION
The City of Bozeman could potentially expect an additional 500 to 600 gpm of water
from the Lyman Creek source after implementation of spring improvements on Lyman
Creek. Improvements would include construction of an upper collector site, better
34
regulation of the overflow, and a lower collector site. Construction at the upper collector
site would entail installation of a collector system consisting of washed gravel, screens,
a clay cutoff wall, a clay cap, pipeline and overflow manhole structure. This
improvement would add 250-300 gpm to the system. Improved regulation of the
overflow through improvements would add a minimum additional 40 gpm to the
reservoir and allow the City divert their full water right for a longer duration in the
summer. Monitoring flow in Lyman Creek after addition of the upper collector and
improved regulation of the overflow will potentially allow the City to site a third collector
that could bring an additional 250 gpm to the reservoir. On-going monitoring after all
recommended improvements are made would allow the City to investigate the merits of
diverting the remaining water at the lower diversion pond as surface water if needed in
the future.
35
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Lyman Creek Discharge Conversion Table
Discharge Conversions for 24-Inch Parshall Flume Discharge Conversions for Standard Suppressed Rectangular Weirs Discharge Conversions for 2" Discharge Conversions for
45 degree Trapezoidal Flume 8"Cutthroat Flume
Gage Discharge Gage Discharge Gage Dischar a for: Gage Discharge for Gape Discharge for Gage Discharge for
�--- Reading P•nch•tl Flom• Reading P•r•halI Flume Reading 3 Foot Weir 5 Foot Weir Reading 5 Foot Weir Reading Tre zoIdal Flume Reading Cutthroat Flume
N cfs m N cfs m N cfs m cfs m N cfs m ft cfs m N ctt m 0.20 0.6E 296.2 0.91 6.91 3101.2 0.20 0.89 401.2 1.49 668.7 1.01 16.90 7584.7 0.11 0.03 12.4 0.10 0.04 19.00
f 0:21 0.71 318.6 0.92 7.03 3155.1 0.21 0.96 431.3 1.60 718.1 1.02 77.20 7719.4 0.12 0.03 14.7 0.11 0.05 23.0
0.2Z 0.77 345.6 0.93 7.15 3208.9 0.22 1.03 462.3 1.72 771.9 1.03 77.40 7809.1 0.13 0.04 17.2 0.12 0.06 27.4
0.23 0.82 394.0 0.94 7.27 3262.8 0.23 1.10 493.7 1.84 825.8 1.04 17.70 7943.8 0.14 0.04 19.9 0.13 0.07 32.1
0.24 0.88 394.9 0.95 7.39_3316.6 0.24 1.17 525.1 1.9E 879.E 1.05 17.90 8033.5 0.15 0.05 22.8 0.14 0,08 37.2
0.25 0.99 444.3 0.97 7.63 3424.3 0.25 1.32 592.4 2.08 933.5 1.06 10.20 8168.2 0.16 0.06 25.9 0.15 0.10 42.8
0.2E 0.99 444.3 0.97 7.63 3424.3 0.2E 1.32 592.4 2.21 991.8 1.07 18.40 8257.9 0.17 0.07 29.3 0.1E 0.11 48.E
L 0.27 1.05 471.2 0.98 7.75 3478.2 0.27 1.40 628.3 2.34 1050.2 1.08.18.70 8392.6 0.18 0.07 32.8 0.17 0.12 54.9
0.28 1.11 4982 0.99 7.88 3536.5 0.28 1.48 664.2 2.47 1108.5 1.09 18.90 8482.3 0.19 0.08 36.6 0.18 0.14 61.6
0.30 1.17 525.1 1.00 8.00 3590.4 0.29 L56 700.1 2:60 1166.9 1.10 19.20 8617.0 0.20 0.09 40.E 0.19 0.15 fi8.6
0.30 1.24 556.5 1.01 8.12 3844.3 0.30 1.64 736.0 2.74 1229.7 1.11 19.50 8751.E 0.21 0.10 44.9 0.20 0.17 76.0
0.31 1.30 683.4 1.02 8.25 3702.6 0.31 1.72 771.9 2.87 1288.1 1.12 19.70 8841.4 0.22 0.11 49.4 0.21 0.19 83.8
0.32 1.44 614.9 1.03 8.37_3756.5 0.32 1.81 812.3 3.01 1350.9 1.13 20M 8976.0 0.23 0.12 54.2 0.22 0.20 92.0
0.33 1.44 646.3 1.04 8.50 3814.8 0.33 1.89 848.2 3.16 1418.2 1.14 20.30 9110.6 0.24 0.13 59.2 0.23 D.22 700.5
0.34 1.50 673.2 1.05 8,53 3873.1 0.34 1.96 888.6 3.30 1481.0 1.15 20.50 9200.4 0.25 0.14 64.5 0.24 0.22 100.5
0.36 1.57 704.E 1.07 8.7E-3985.5 0.35 2.07 929.0 3.45 1548.4 1.16 20.80 9335.0 Q26 0.1E 70.1 0.25 0.2E 118.8
0.3E 1.64 738,0 1.07 8.88 3985.3 0.38 2.16 969.4 3.60 1615.7 1.17 21.10 9469.7 0.27 0.17 75.9 0.28 0.29 128.4
0.38 1.71 767.4 1.08 9.14 4102.7 0.37 2,25 1009.8 3.75 1683.0 1.18 21.30 9559.4 0.28 0.18 82.1 0.27 0.31 138.5
0.38 1.79 803.4 1.09 9.14 4102.0 0.38 2.34 1050.2 3.90 1750.3 1.18 21.60 9694.1 0.29 0.20 88.5 0.28 0.33 149.0
0.40 1.8E 83q.8 1.10 9.40 41 60.4218- 0.39 2.43 1090.E 4.0E 1822.1 7.20 21.90 9828.7 0.30 0.21 95.1 0.29 0.3E 159.8
f �I 27
0.40 1.93 866.2 1.11 9.40 4218.7 0.40_ 2.53 1135.5 4.21 1889.4 1.21 22.20 9963.4 0.31 0.23 102.1 0:30 0.38 171.0
L 0.41 2,01 902.1 1.12 9.54 4281.E 0.41 _ 2.62 1175.9 4.37 1961.3 1.22 22.40 10053.1 0.32 0,24 109.4 0.31 0.41 182.6
0.42 2.09 938.0 1.13 9.67 4339.9 0.42_ 2.72 1220.7 4.53 2033.1 1.23 22.70 10187.8 0.33 0.28 117.D 0.32 0.43 194.E
0.43 2.1E 969.4 1.14 9.80 4398.2 0.43 2.82 1265.E 4.69 2104.9 1.24 23.00 10322.4 0.34 0.28 124.9 0.33 0.4E 206.9
0.44 2.24 1005.3 1.15 9.93 4456.E 0.44 2.92 1310.5 4.86 2181.2 1.25 23.30 10457.0 0.35 0.30 133.1 0.34 0.49 219.6
0.45 2.40 1041.2 1.18 10.07 4519.4 0.45 3.02 1355.4 5.03 2257.5 1.2E 23.50 1054fi.8 0.38 0.32 141.E 0.35 0.52 232.8
(- 0.4E 2.40 1077.1 1.17 10.20 4577.8 0.46 3.12 1400.3 5.19 2329.3 1.27 23.80 10681.4 0.37 0.34 150.4 0.3E 0.52. 232.2
0.47 2.48 1113.0 1.18 10.34 4640.E 0.47 3.22 1445.1 5.3E 2405.E 1.28 24.10 10816.1 0.38 0.36 159.E 0.37 0.58 260.1
0.49 2.57'65 1189.4 1.19 10.61 4761.4 0.48 3.32 1490.0 5.54 2486.4 1.29 24.40 10950.7 0.39 0.38 169.1 0.3E 0.61 274.4
�.� 0.49 2.65 1189.3 1.20 10.61_4761.8 0.49 3.43 1539.4 5.71 2562.6 1.30 24.70 11085.4 0.40 0.40 178.9 0.39 0.64 289.0
0.51 2.82 1225.2 1.20 17.38 7800.1 0.50 3.53 1584.3 5.89 2643.4 1.31 25.00 11220.0 0.41 0.42 189.1 0.40 0.68 304.0
0.51 2.90 1265.E 1.22 77.71 7876.4 0.51 3.64 1633.E 8.0E 2719.7 1.32 25.30 11354.6 0.42 0.44 199.E 0.41 0671 319.4
r 0.52 2.90 1301.5 1.22 17.71 7948.2 0.52 3.75 1683.0 6.24 28D0.5 1.33 25.50 11444.4 0.43 0.47 210.5 0.42 0.75_335.2
0.53 2.99 1341.9 1.23 17.88 8024.5 0.53 3.85 1727.9 6.42 2881.3 1.34 25.80 11579.0 0.44 0.49 221.7 0.43 0.78 _335.2
0.54 3.08 1382.3 51,3
1.24 18.04 8096.4 0.54 3.9E 1777.2 6.61 2966.6 1.35 26.10 11713.7 0.45 0.52 233.3 0.44 0,82 367.8
u 0.56 3.26 1463.1 1.26 18.37 8172.E 0.55 4.07 1826.E 6.79 3047.4 1,36_26.40 11848.3 0.46 0.55 245.3 0.45 0.86 384.8
0.5E 3.2E 1463.1 1.2E 18.37 8244.5 0.58 4,19 1880.5 6.98 3132.E 1.37 26.70 11963.0 0.47 0.57 257.E 0.48 0.90 402.0
0.57 3.35 1503.5 1.27 18.54 6320.8 0.57 4.30 1929.8 TV 3217.9 1.38 27.00 12117.E 0.48 0.60 270.3 0.47 0.94 419.7
r. 0.58 3.44 1543.9 1.28 18.71 8397.0 0.58 4.41 1979.2 7.35 3298.7 1.39 27.30 12252.2 0.49 0.63 283.3 0.48 0.98 437.8
0.59 3.53 1584.3 1.29 18.87 8468.9 0.59 4.53 2D33.1 7.55 3388.4 1.4D 27.60 12386.9 0.50 0.66 296.8 0.49 1.02 456.2
0.61 3.72 1624.7 1.31 99.21 8545.2 0.60 4.64 20B2.4 774 3473.7 1.47 27.90 12521.5 0.51 0.69_ 310.E 0.50 1.0E 475.0
`..i 0.61 3.72 1669.5 1.31 19.21 8621.4 0.61 4.76_2136.3 7.93 3559.0 1.42 28.20 12656.2 0.48 0.60 270.3 0.51 1.10 494.2
0.63 3.91 1754.9 1.32 19.38 8697.7 0.82 4.88 2190.1 8.13 3648.7 1.43 28.50 12790.8 0.49 0.63 283.3 0.52 1.14 113.8
0.64 3.01 1799.7 1.33 19.55 8774.0 0.83 5.00 2244.0_ 8.33 3738.5 1.44 28.80 12925.4 0.50 0.6E 296 8 0.53 1.19 533.7
0.84 4.01 1799.7 1.34 19.72 8850.3 0.84 5.11 2293.4 6.52 3823.8 1.45 29.10 13060.1 0.51 0.69 310.6 0.54 1.23 554.0
1 0.65 4.10 1840.1 1.35 19.89 8926.6 0.65 5.24 2351.7 8.73 3918.0 1.46 29.40 13194.7 0.52 0.72 324.8 0.55 1.28 574.8
0.65 4.10 1840.1 1.3E 20.0E 9002.9 0.66 5.36 2405.6 8.93 4007.8 1.47 29.70 13329.4 0.63 0.7E 339.4 0.58 1.33 595.8
0.88 4.20 1885.0 1.37 20.24 9083.7 0.87 5.48 2459.4 9.[3 4097.5 1.48 30.00 13464.0 0.54 0.79 354.4 0.57 1.3E 817.3
0.87 4.30 1929.8 1.38 20.41 916D.0 0.68 5.60 2513.3 9.34 4191.8 1.49 30.30 13598.6 0.56 0.82 369.8 U. 1.42 639.2
0.68 4.40 1974.7 1.39 20.58 9236.3 0.89 5.73 2571.E 9.54 4281.6 1.50 30.60 13733.3 0.56 0.86 386.6 0.59 1.47 _ 661.4
0.89 4:50 2019,6 1.40 20.75 9312.E 0.70 5.85 2625.5 9.75 4375.8 1.51 30.90 13867.9 0.57 0.90 g01.8 0.80 1.52 684.0
0.70 4.71 216- 1.41 2093 9393.4 0.71 5.98 2683.8 9.9E 4470.0 1.52 31.20 14002.E 0.58 0.93 418.4 0.61 1.58 7oZ0
0.71 4.71 2113.8 1.42 21.10 9469.7 0.72 6.10 2737.7 10.20 4577.8 1.53 31.50 14137.2 0.59 0.97 435.5 0.62 1.58 707.4
0.72 4.81 2158.7 1.43 21.28 9550.5 0.73 6.23 2796.0 10.40 4667.5 1.54 31.80 14271.8 0.60 1.01 452.9 0.63 1.68 754.1
�+ 0.73 4.02 2203.E 1.44 21.45 9626.8 0.74 6.3E 2854.4 10.60 4757.3 0.61 1.05 470.8 0.64 1.73 778.2
0.74 5.02 2253.0 1.45 21.63 9707.5 0.75 6.49 2912.7 00.80 4847.0 0.62 1,09 489.1 0.65 1.79 802.8
0.75 5.23 2347.2 1.47 21.81 9788.3 0.78 6:62 2971.1 11.00 4936.8 0.63 1.13 507.9 0.68 1.84 827.6
--t 0.78 5.23 2347.2 1.47 2t.98 9864.E 0.77_8.75 3029.4 11.20 5026.E 0.84 1.17 527.1 0.68 1.94 852.9
0.77 5.34 2396.E 1.48 22.16 9945.4 0.78_ 6.88 3087.7 11.50 5161.2 0.65 1.22 546.7 0.68 1.9E 878.E
0.78 5.44 2441.5 1.49 22.34 10026.2 0.79 7.01 3146.1 11.70 5251.0 0.6E 1.2E 566.7 0.69 2.02 904.E
5.55 2490.8 1.50 22.52 10107.0 0.80 7.15 3208.9 11.90 5340.7 0.67 1.31 587.2 0.70 2.07 931.0
0.8 5.6E 2540.2 1.5 22. 10187.8 0.81 Z28 32fi7.3 12.10 5430.5 0.68 0.81 5.77 2589.E 1.52 22.88 1.35 608.2
88 10268.5 0.82_7.42 3330.1 22.40 5565.1 0.89 1.40 629.E
0.82 5.88 2638.9 1.53 23.08 10349.3 0.83 7.55 3388.4 12.60 5654.9 0.70 1.45 651.4
0.83 5.99 2688.3 1.54 23.24 10430.1 0.84 7.69 3451.3 12.80 5744.E 0.71 1.50 673.7
0.84 6.11 2742.2 1.55 23.42 10510.9 0.85 7.83 3514.1 13.00 5834.4 0.72 1.55 696.5
0.85 6.22 2791.5 1.5E 25.2E 11336.7 0.88 7.97 3576.9 13.30 5969.0 0.73 1.fi0 719.7
0.8E 6.45 2840.9 1.57 27.15 12184.- 0.87 8.11 3639.8 13.50 6058.8 0.74 1.6E 743.5
0.88 6.45 2944.1 1.58 29.08 13051.1 0.88 8.25 3702.E 13.70 6148.E 0.75 171 767.6
0.88 6.5E 2944.1 1.59 31.07 13944.2 0.89 8.39 3765.4 14.00 6283.2 0.76 1.77 792.3
0.89 6.6B 2998.0 1.60 33.10 14855.3 0.90 8.53 3828.3 14.20 6373.0 0.77 1.82 817.4 j 0.90 6.79 3047.4 0.91 8.67 3891.1 14.50 6507.6 0.78 1.88 843.0
0.92 8.82 3958.4 14.70 6597.4 0.79 1.94 869.1
0.93 8.96 4021.2 14.90 6687.1 0.80 2.00 895.7
0.94 9.10 4084.1 15.20 6821.8 0.81 2A6 922.8
0.95 91.25A151.4 15.40 6911.5 0.82 2.12 950.4
4y�.BO2 P'fs 0.9E 9.40 15.70 7046.2 0.83 218 0780.97 9.54 1590 7135.90.98 g.69 ��14!2�;O7270.E0.99 9.846.40 7360.31.00 9.996.70 7495.0 MORRISON
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Report Form
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Date and Time Influent (cfs) Influent
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Lyman Creek Discharge Yearly Measurement Report Form
5-Foot Weir
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Lyman Creek Discharge Yearly Measurement Report Form
Parshall Flume
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Lyman Creek Discharge Yearly Measurement Report Form
3-Foot Weir
Date and Time Staff Gage Discharge Discharge
Reading (feet) (cfs) (gpm)
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Trapezoidal Flume
Date and Time Staff Gage Discharge Discharge
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