HomeMy WebLinkAbout20173628.tiff(vbtic
tolo(17 �j 305 Denver Avenue - Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-85r
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October 12, 2017
Mr. Peter Hays
Environmental Protection Specialist II
State of Colorado
Division of Reclamation, Mining, & Safety
1313 Sherman Street — Room 215
Denver, CO 80203
RECEIVED
OCT 192017
WELD COUNTY
COMMISSIONERS
RE: Northern Colorado Constructors, Inc. — Bennett Pit — File No. M-2016-085
112c Permit Application, Third Adequacy Review Response
Dear Mr. Hays,
Northern Colorado Constructors, Inc. has received the Division's adequacy review comments
letter dated September 19, 2017. Below are the comments and the corresponding responses
that have been provided to address the comments.
Floodplain Study Comments
1.
Page 1, 3rd & 4th paragraph —The text states the topography was obtained using LIDAR and that
no existing model was available for this section of the South Platte River. Please provide some
discussion on if the LIDAR was able to obtain topography under the water surface in the river at
the time it was flown and if not, how was the model adjusted to compensate.
Response: The LIDAR topography only extends to the top of water surface of the river.
Ground survey was done to verify the river invert adjacent to the site relative to the water
surface. It was found that the invert was 4 feet below the top of water found in the LIDAR
topography. The river invert in the cross sections in the model was modified lower by 4
feet to accurately model the river invert.
2. Page 1, last paragraph & Page 2 — The text indicates a model was done for existing topography
and for future conditions. The Division interprets the future conditions to reflect post
reclamation conditions. Please explain why a model was not done for a worst case scenario
during operations. This should include maximum expected footprints for topsoil, overburden
and product stockpiles, as well as proposed onsite structures such as scales, scale house, offices,
etc.
Response: A mining conditions model has been added to the study. Blockouts were added
to sections 5, 5.1, and 6 to simulate the stockpiles and scale house during mining
conditions. Note that the scale house is located outside the floodplain. The pit areas were
assumed to be partially mined, l.e. overburden/topsoil had been stripped and stockpiled
and a volume of sand and gravel had been removed equal to the stockpile volumes in the
processing area. Additional cross -sections HECXS4.1, HECXS5.1, HECXS6.1, and HECXS7.1
2017-3628
RE: Northern Colorado Constructors, Inc. — Bennett Pit — File No. M-2016-085
112c Permit Application, Third Adequacy Review Response 10/12/17
-2-
were added in all three models in the portion of the reach that includes the pit to more
accurately model this area.
Slurry Wall Assessment Comments
3. Figure references — Beginning with the second Figure A3 reference in the first on
paragraph
page 5, the references to figures are off. This second Figure A3 reference should be A4 and so on
as outlined below:
Reference Location
Incorrect
Figure
Reference
Correct
Figure Reference
1st
para.,
p. 5, 2nd
reference
A3
A4
4th
para.,
p. 6
A4
AS
5th
reference
para.,
p. 6, 1st
& 2nd
AS
A6
Please correct the text.
Response: The text has been corrected.
Thank you for your consideration of our responses to the comments. Please feel free to contact
me with any questions or if you need additional information.
Sincerely,
J.C. York, P.E.
JET Consulting, Inc.
Attachments:
1. Revised Floodplain Study
2. Updated Slurry Wall Assessment
305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224
McGrane Water Engineering, LLC
4475 Driftwood Place • Boulder, CO 80301 • Phone: (303) 917-1247
E -Mail: dennisnmcgranewater.com
May 10, 2017 (Revised October 12, 2017)
Mr. JC York
J&T Consulting, Inc.
305 Denver Avenue, Suite D
Ft. Lupton, CO 80621
RE: Bennett Pit - Slurry Wall Assessment
Dear Mr. York:
Via email at: jcvork:j-tconsuItingcorn
The proposed Bennett gravel pit mine is located approximately 3 miles south of Platteville,
tteville,
Colorado in Sections 1 and 12, Township 2 North, Range 67 West PM . The South P(6th ) Platte
River (SPR) is located immediately east of the proposed pit site. Aspart of the mine permit
application process, the mine consultant, J&T Consulting, Inc. (JT)that McGrane requested Water
Engineers, LLC. (MWE) determine the hydrologic impacts of installing a slurry wall around
the
Bennett pit prior to mining. Anticipated impacts include a rise in the water table on the up -gradient p gradient
side of the slurry wall compared to predevelopment conditions, and a decline in the water
table on
the down gradient side. Water level increases to within 10 feet of the surface on the up -gradient p gradient
side of the pit could flood existing structures such as basements or cause water logging gg g (over
saturation) and phreatophyte growth. A decline in water levels on the down gradient side could
d
reduce the aquifer saturated thickness and well yields.
Results
Using a MODFLOW model with reasonable boundary conditions and aquifer properties, we
determined that water levels on the up -gradient side (southwest) of the mine will increase up to 2
feet and water levels will likely decrease on the downgradient (northwest) side up to 2 feet. A
detailed discussion of the Hydrogeologic analysis, model parameter selection and assumptions,
and sensitivity analysis is included in Appendix A (Groundwater Evaluation and Modeling).
Nine up -gradient wells can be expected to have over 0.5 foot increases in water levels as a result
of the slurry wall (Figure AS). Two upgradient wells (Kuipers (permit no. 15052-R) and Vincent
(permit no. 829-R) already have reported pre -mining water levels less than 10 feet as highlighted
in red on Table 1. The remaining wells either have reported depths to water exceeding 10 feet so
as long as those measurements are accurate, we do not anticipate any water level impacts. There
is one downgradiente well with a reported depth to water of four feet (Lewis, permit no. 61228-F)
which should experience a slight decline (approximately 0.5 feet) in water levels. Since well yield
is proportional to the saturated thickness, we would expect less than a 2% decline in the maximum
theoretical pumping rate of the Lewis well which is insignificant.
Mr. J.C. York
May 10, 2017 (Revised October 12, 2017)
Page 2
Table 1 provides tabulated well data that includes: well location relative to the upgadient or
downgradient side of the pit; permitted yield and water level depth below ground surface p
calculated saturated thickness; and model results.
Table 1 — Wells within area of Influence of Proposed Slurry Wall
Static
Model Results
Location
Registered
Well Owner
Permit
No.
Town-
ship
Rng
Sec
Qtr -Qtr
Well
Depth
(ft bgs)
(gpm)
Well
Yield
Water
Level
(ft bgs)
Thick.
Sat.
(ft)
Max.
Change
Water
Lents Ern
in
Future
Depth
Water
to
ft
Future
Sat.
Thick.
%
Change
in Sat.
(ball
(ft)
Thick.
VINCENT
ROLU E 1
68631
2 N
67 W
12
NESW
32
15
18
14
1.4
16.6
15.4
10%
MULHAUSEN
132579
2 N
67 W
11
SENE
35
GEORGE W.
20
ND
NA
0.6
Uncertain
UncertainUncertain
KUIPERS
295458
2 N
67W
12
SWNW
45
15
20
KACEY
25
0.75
19.25
25.75
3%
KUIPERS
15051-R
2 N
67W
12
SWNW
49
Upgradient Wells:
1125
12
37
1.6
10.4
KUIPERS
15052-R
2 N
67W
12
SENW
15
1800
3
12
1.6
1.4
38.6
13.6
4%
13%
CARLSON
MARY E
51071-A
2 N
67W
11
NENE
70
15
25
45
0.5
24.5
45.5
1%
VINCENT
52-WCB
2 N
67 W
12
SESW
34
750
ND
NA
ROLLIE.1
1.6
Uncertain
UncertainUncertain
VINCENT R J
829-R
2 N
67W
12
SESW
30
1175
s
25
0.5
4.5
25.5
2%
VINCENT R J
830-R
2 N
67 W
12
SWSW
50
500
22
28
0.5
21.5
28.5
2%
Downgradient Wells:
LEWIS WILLIA
61228-F
2 N
67 W
1
SESW
33
1100
29
-0.5
4.5
28.5
-2%
As discussed in Appendix A, the expected increase in water levels on the upgradient side of the pit and
decreases in water levels on the downgradient side are likely
g within the expected natural seasonal
fluctuations (approximately 2 feet) that occur during spring runoff.
The model results indicate that groundwater levels will likely rise into the abandoned channel
hanne l
located on the west side of the pit and could potential impact unidentified buried structures es such
as basements or cellars in that vicinity. We do not believe increased water levels in the abando
ned
channel will cause any additional problems because the increase is within normal expected p water
level fluctuations and because additional surface water will likely travel to the north where will
it will
recharge the aquifer. Therefore, we conclude that potential impacts are likely insignificant
nificant.
Model Uncertainty
Whether hydrologic impacts associated with future mining are significant depends on numerous factors
including: 1) actual well location relative to the pit and slurry wall (sometimes the permit location is not
accurate); 2) the location and depth of vulnerable structures such as homes with basements; and 3) the
location, magnitude and timing of well
g pumping and recharge (from precipitation, agriculture return flows,
and canal seepage). Therefore, future monitoring is necessary to further evaluate hydrologic impacts.
g p
Monitoring and Mitigation
We believe the existing five well monitoring system around the pit are adequate to monitor the seasonal
water level changes and evaluate potential impacts of the proposed mine slurry wall.
If elevated upgradient water levels are significant, the mine could install a drain that intercepts groundwater
p
on the upgradient side of the pit and transport it to the upgradient side where it could be q
recharge the aquifer
Mr. J.C. York
May 10, 2017 (Revised October 12, 2017) Page 3
to mitigate downgradient impacts. This could be a passive system that operates whenever water levels
rise. JT has indicated that drains such as have been successfully installed and used at other mine site. The
depth, location, and size of a drain will depend on the timing and location of rising water and hydrologic
y ogic
properties of the aquifer and can be designed using the existing model.
Recommendations
Although we do not believe the proposed mine will have any significant impacts to well own
p adjacent owners,
we do recommend:
1. Continued monitoring of five existing monitoring wells located outside the ro osedpit slurry
wall area. We recommend measuring water levels on a monthly basis until seasonal fluctuations
are better refined.
2. Installing a stage level recorder within the abandoned channel located on the west side of the pit
to evaluate water levels; and
3. If after the slurry wall is installed and water level increases exceed 2 feet and cause negative
impacts, we recommend that a drain be installed to allow rising g
water to be intercepted, transported
to the downgradient side of the pit and allowed to recharge. It is also possible to design the drain
groundwater river
to discharge intercepted back into the ri g
.
If you have any questions, please give me a call.
Sincerely,
McGrane Water Engineers, Inc.
Dennis McGrane, P.E., C.P.G
Professional Credentials
The technical material in this report was prepared by or under the supervision and direction of Dennis
McGrane P.E, C.P.G., whose seal as a Professional Engineer in the State of Colorado and American
Institute of Professional Geologists (AIPG) Certified Profession Geologist (CPG) are affixed below:
Dennis McGrane, P.E., C.P.G.
t
Mr. J.C. York
May 10, 2017 (Revised October 12, 2017) Page 4
APPENDIX A - GROUNDWATER EVALATION AND MODELING
Hydrologic Setting
The proposed Bennett pit is located approximately three miles south of Platteville, Colorado on
the west side of the South Plane River (SPR). The applicant would mine sand and gravel that
makes up the SPR alluvial aquifer (Lindsay and others, 1998 and 2005). The mine applicant's engineer,
JT Consulting supervised the drilled of fourteen boreholes around the pit to evaluate the resource.
Figure Al is a Google Earth image that shows: the planned pit, existing permitted wells with the
owner and permit number, pit exploration boreholes and the model boundary. Most of the existing
permitted wells are used for domestic water supply and irrigation uses.
Figure A2 shows the surficial geology (Soiser, 1965), well and SPR water level elevations and
water level elevation contours at 10 foot intervals. The alluvium within the model areas consists
of alluvial sand and gravel (Qal) located adjacent to the SPR river channel and older terrace
alluvium (Qss) along the western model boundary. Water level elevations above mean sea level
(msl) were calculated at each well by subtracting the depth to water listed in the well permit
completion report from the site elevations obtained from 10 -meter DEM data. The location of the
water elevation contour lines were modified from Robson (2000) using the more recent well data.
Water level contours within the more permeable modem alluvium (Qal) flow parallel to the SPR
while groundwater in the lower permeability terrace deposits (Qss) flow more towards the river to
the northeast.
Seasonal Water Level Changes
Table A 1 shows weekly water level measurements taken in the five exploration loration holes that
pit p
were completed as monitoring wells. Between March 21St and May 4, 2017, the depth to water
has rose from between 4.1 to 6.2 feet to between 2.6 and 4.3 feet below ground level. We
expect seasonal water levels next to the SPR to fluctuate in proportion to increases in river e
at the Ft. Lupton
stage Gage gageno. 06721000) g
g g g which normally increases 1 to 2 feet during
the spring runoff period.
Well Data
Table A2 includes tabulated well permit data from 38 alluvial wells located within the modeled
area. Well depths range from 15 to 83 feet and average 46 feet, and well yields range from less
g
than 15 gpm for domestic wells to 1,800 for irrigation wells. The depth to water ranges from 3
p g to
33 feet and averages approximately 18 feet. The calculated saturated alluvial thicknesses ra
nge
from 12 to 68 feet and average approximately 33 feet. We believe 68 feet is excessive because
well drillers typically drill 5 to 20 feet into decomposed bedrock before completing
well. p g an alluvial
Table A2 shows the borehole data obtained from 18 recent test holes dug around thepit.
The
average saturated thickness of the boreholes is approximately 34 feet which is consistent with the
Mr. J.C. York
May 10, 2017 (Revised October 12, 2017) Page 5
average saturated thickness for all wells within the model area.. We therefore used a constant 34
foot thickness in our groundwater model. Figure A3 shows the reported well depth and yields.
Figure A4 shows the well and borehole saturated thicknesses.
Aquifer Permeability
The aquifer hydraulic conductivity (K) is the measure of aquifer permeability in feet per day
(ft/dy). The Colorado Division of Water Resources (DNR) complied available K data for an
extensive groundwater model used for the South Platte Decision Support System (CDM-Smith,
April, 2013). SPDSS Task 43.3 (CDM-Smith, December 6, 2006, Figure Sc) shows contoured
K's in our model area ranging from 450 to 650 ft/day. We used an average K of 550 ft/day for
the area underlain by modern alluvium (Qal) and a K of 55 ft/day for lower permeability terrace
silt, sand and gravels (Qss) located west of the Meadow Island Ditch No. 1. The lower K was
necessary to create the observed bend in water level contours shown in Figure A2.
The aquifer Transmissivity (T) is product of the average saturated thickness (34 feet) and average
K (550 ft/day) which is approximately 140,000 gpd/ft. This is consistent with the SPDSS model
T which was between 100,000 and 200,000 gpd/ft as shown in Figure 7A of SPDSS Task 43.3
(CDM-Smith, December 6, 2006).
Model Construction
We used the USGS (McDonald and Harbaugh, 1988) MODFLOW modeling program to evaluate
the future effects of the Bennett pit. We used the Visual Modflow (VM) classic interface (version
4.6.0.167) to construct, run and display model results. The SPR is simulated across the entire
model with the proposed Bennett Pit located in the center. The model is 10,600 feet north to south
and 9,400 feet east to west, consisting of 106 rows and 94 columns using 100 foot square model
cells.
Model Boundary Conditions
Model boundary conditions include the SPR; bedrock boundaries; upgradient and down
gradient
gradient
aquifer inflows and outflows and the eastern and western sides of the model which act as no flow
boundaries.
We assigned model river cell stage elevations at 1 foot increments where 10m DEM data contours
crossed the SPR, and used the VM interface to interpolate stage elevations in between. The
southernmost up -gradient elevation was 4845 ft (msl) and the northern most down gradient
elevation was 4822 feet (msl).
The water level gradient from south to north are tied to these "average" river elevations because
the streambed conductance term (COND) is extremely high which allows water to move freely
between the river and the underlying aquifer. We calculated river cell conductance (COND) as the
product of the streambed unit conductance (Ksb/m) times the wetted river area (length * width).
The results of a nearby (site SC -07) vertical leakance test (CDM-Smith, June 9, 2006, Figure 2)
indicate that the vertical streambed hydraulic conductivity (Ksb) is approximately 331 ft/day.
Mr. J.C. York
May 10, 2017 (Revised October 12, 2017) Page 6
However, tests conducted in 2009 by Leonard Rice Engineers just south of the model in Twn.
2N., Rng. 66W., Sec. 18, arrived at a Ksb value of 37 ft/day (Miller, 2009). We believe 37 ft/day
is more accurate because it was determined through rigorous aquifer testing and not simply a
short-term vertical leakance test. We measured the streambed width to be approximately 75 feet
from a Google Earth image, and calculated the model cell conductance (COND) to be 270,000
ft^2/day (37 ft/day/ft * 100 ft * 75 ft) which is a very high value.
We constructed the model using a constant 34 foot depth to bedrock from the water table which
was determined by the stream gradient.
Aquifer subflow in and out of the model was calculated by running the model after assigning
constant heads on the southeast side of the model at 4845 feet and assigning a values of 4820 feet
on the southeast side of the model. Constant heads on the west side of the model were set at 4840
feet which is below the Lupton Bottom Ditch. The 4840 foot water level contour elevation is
sustained by inflow from the older alluvium (Qss) and leakage from the Lupton Bottom Ditch.
No flow boundaries are assumed on the east and west sides of the model where minimal effects of
the mine are expected.
Model Runs and Results
We conducted two model runs to evaluate the hydrologic effects of installing a slurry
the Bennett . wall around
Pit. Run <SS4_noPit> simulates the pre -mine water table. Figure AS shows the
resulting water tablegradient g
through the model area and proposed pit site. The resulting heads
are very close to the water level contour targets shown on the underlying base map. Through the
pit area, measured verses modeled water levels at the five pit site monitoring wells within are within 0.5
feet (Root Mean Squared Residual = 0.439 feet). Table A4 shows that aquifer inflows and
outflows for the pre -pit steady state run (SS4noPit) of approximately 3.5 cfs with rive
r Y inflows
and outflows of approximately 3 cfs.
In run <SS4_wPit>, the pit model cells are turned off to simulate the effect of the slur
ry wall.
Figure A6 is the contoured difference in model output heads between the post -pit run <SS4wPit>
. p . p SS4wPit>
minus the model cell head output from the pre -pit run <SS4noPit>. Positive valu
es on the
southwest side of the pit reflect mounding and negative values on the north side reflect low
er
water levels in the "shadow" of the pit. Figure A6 shows that nine up -gradient wells are within
g within
the area where the expected rise in water levels increase between 0.5 and 2.0 feet. The letter
report Table 1 provides tabulated well data that includes: well location(upgradient or
•
downgradient) relative to the pit; permitted yield and water level ground depth below
p g d surface
(bgs), calculated saturated thickness, and model results. Two of those wells (Kuipers (permit no.
15052-R) and Vincent (permit no. 829-R) already have reportedpre-mining water levels less
than
10 feet. The rest of the wells either have reported depths to water exceeding 10 feet
or no
recorded levels so anticipated impacts are "uncertain."
The model results indicate that groundwater levels will likely rise into the
abandoned channel
located on the west side of the pit and could potential impact unidentified buried structures ructures such
as basements or cellars in that vicinity. We do not believe increased water levels in the aban
doned
channel will cause any additional problems because the increase is within normal expected
p cted water
Mr. J.C. York
May 10, 2017 (Revised October 12, 2017) Page
g 7
level fluctuations of approximately two to three feet (see Seasonal Water Level
Changes) and
because any additional groundwater that comes to the surface will likely travel
northward and
recharge in the"shadow" of the pit.
Model Sensitivity
The model results are insensitive to differences in hydraulic conductivities (K) since mound height
is inversely proportional to K and aquifer inflow is directly to K. Therefore, proportional ore, since
the aquifer gradient and thickness are constant, an increase in K will cause a ro ortional in
crease
p
in model inflows which would increase mound heightproportionally,but this does . not occur
because the higher K causes a proportional decline in mound build-up.
p
The model results are very sensitive to the existence of the river but there is no realistic chance
that the river will ever not flow in this area due to the large amount of agricultural and municipal
' g g
return flows and the strict regulation of well pumping. Model results are insensitive to streamb
ed
leakance since the streambed is so permeable that large amounts of water can easily move between
the river and aquifer.
We believe however that the model results in report Table 1 are sensitive to nonmodeled varia
bles
including: 1) the actual location of wells located on the up -gradient side of the pit;
2) the accuracy
of reported water level depths; and 3) the timing, location, and magnitude of various types ypes of
recharge such as precipitation and canal recharge. Therefore, future monitoring is
recommended
as discussed in the main body of the report.
Sources
CDM-Smith, April, 2013a. South Platte Decision Support System Alluvial Groundwater Model Report.
CDM-Smith, December 6, 2006. SPDSS Phase 3, Task 34.3 South Platte Alluvium Region Aquifer
Property Technical Memoradum.
g q
CDM-Smith, June 9, 2006. SPDSS Phase 3, Task 34.3 Streambed Conductance Technical Memoradum.
Lindsay, D.A., Langer, W.H., and Knepper, D.H., 2005. Stratigraphy, Lithology, and Sedimentary Features
of Quaternary Alluvial Deposits of the South Platte River and Some of its Tributaries East of the Front
Range, Colorado. U.S. Geological Survey Professional Paper 1705.
Lindsey, D. A., Langer, W. H., and Shary, J. F., 1998, Gravel deposits of the South Platte River valley north
of Denver, Colorado, Part B - Quality of gravel deposits for aggregate: U. S. Geological Survey Open -File
Report 98-148-B, 24 p. g
McDonald, M.G., and Harbaugh, A.W., 1988, A modular three-dimensional finite -difference ground -water
flow model: Techniques of Water -Resources Investigations of the United States Geological Survey, Book
6, Chapter Al, 586 p.
g y�
Miller Groundwater Engineering, June 29, 2009. Groundwater model evaluations of the Broomfield Well
Field. Letter report to Dennis McGrane, Leonard Rice Engineers, Inc.
0
0
r
Mr. J.C. York
May 10, 2017 (Revised October 12, 2017)
Page 8
Soister,. Paul E., 1965. Geologic Map of the Platteville Qaudrangle, Weld County,
Geological Survey g ty, Colorado. US
g Qaudrangle Map GQ-399.
Mr. J.C. York
May 10, 2017 (Revised October 12, 2017) Page 9
FIGURES
Page 10
67W
tvcr.cdit
a -a- A
M
.g;
Figure A-1
Vicinity Wells
(Well Owners and Permit Numbers)
Bennett Gravel Pit
Weld County, Colorado
• _
Map Legend
Borehole
Gravel Pit Slurry Wall Extent
Model Extent
*0 Well Permit Number
Well Owner
DWR Constructed WeII*
Well Use
DOMESTIC
IRRIGATION
STOCK
COMMERCIAL
OTHER
A
A
A
A
Sources:
DWR, Hydrobase, 033017; BLM Geocommunicator
J&T Consulting Figure dated 2.22.17
ESRI USGS Topo Basemap
Date: May 3, 2017
Projection: CO State Plane, North
(2011), ft; NAD83
McGrane Water
Engineering, LLC
Page 11
s
t
N
Map Legend
67W
I
ARIA/
Figure A-2
Geology and Water Level Elevations
Bennett Gravel Pit
Weld County, Colorado
Sources:
USGS, 10m DEM
Soister, 1965 (Geologic Map)
DWR Hydrobase
Borehole
(SWL elevation labeled
A DWR Water Well adjacent to point)
ciwitwe„ Gravel Pit Slurry Wall Extent
Model Extent
Ground Surface Elevation Contour
Contour Interval = 10 ft
Water Level Elevation Contour
Contour Interval = 10 ft
Geologic Units
(from Soister, 1965)
Qal - Alluvium
Qc - Colluvium
Qes - Eolian sand
Qss - Terrace sand and silt
Qrg - River gravel
()la Loess
KI - Laramie Formation`
Date: May 3, 2017
Projection: CO State Plane, North
(2011), ft; NAD83
McGrane Water
Engineering, LLC
Page 12
67W
13� 79.
fit 10977-R
100]
Figure A-3
Well Depth and Yield
t
38366-
(55)
[151
Feet
MOO
from well permit completion reports)
Bennett Gravel Pit
Weld County, Colorado
liources:
DWR, Hydrobase, 033017; BLM Geocommunicator
J&T Consulting Figure dated 2.22.17
Soister, 1965 (Geologic Map)
68/41x 2"''':
(
'3)
7
1i 0V0]
A 51071
(70):
A11512
a
,/ , 258578
(19)
[ND]
50354-
A.S_ (26)
[250
15117-R
07)
[1500]
13155-R
(56)
A
3677-F t,
(g]
A
APIA/
297
(40)
u`[2O]
<RS th
} ,t
4
Qal
281883 (60) [ND]
281884 (60) [ND] - ,
281884:.(50) [ND] `4
67987-F (62) [874] 10279
1416-4-
f w
I
Map Legend
X48616 -M H
4835
[10
4.
, ( S
z.
Qrg
.
:
6)(O]`?}
,0) [54]
) [24]
C)
*a
Borehole
Gravel Pit Slurry Wall Extent
Model Extent
Well Permit Number
(well depth - ft)
(yield - gpm]
Well Yield*
(gpm)
A 0-15
A 16-100
A 101 - 500
A 501 - 1000
A 1001-1950
A No Yield Data
Geologic Units
(from Soister, 1965)
Qal - Alluvium
Qc - Colluvium
Qes - Eolian sand
Qss - Terrace sand and silt
Qrg - River gravel
Ql - Loess
ICI - Laramie Formatinn
Date: May 3, 2017
Projection: CO State Plane, North
(2011), ft; NAD83
McGrane Water
Engineering, LLC
i
Page 13
N
Map Legend
67W
Figure A-4
Well and Borehole Saturated Thickness
Bennett Gravel Pit
Weld County, Colorado
Sources:
USGS, 10m DEM
Soister, 1965 (Geologic Map)
DWR Hydrobase
I
ARIA/
A42i. e t
•
(9
Borehole*
A DWR Water Well*
k� p
Gravel Pit Slurry Wall Extent
Model Extent
"'No, Ground Surface Elevation Contour
Contour Interval = 10 ft
*Saturated thickness in parantheses
adjacent to well (ft)
Geologic Units
(from Soister, 1965)
Qal -Alluvium
Qc - Colluvium
Qes - Eolian sand
Qss - Terrace sand and silt
Qrg - River gravel
QI - Loess
Kl - Laramie Formation
Date: May 3, 2017
Projection: CO State Plane, North
(2011), ft; NAD83
McGrane Water
Engineering, LLC
Mr. J.C. York
May 10, 2017 (Revised October 12, 2017)
Page 14
Figure AS — Predevelopment Steady State Water Elevations (Run SS4noPit) and
Calibration Targets
:4858 X31,9
3 1. 79199 31,8(200 31.83100 3 1. 8 3x00 3 1. 8 t800
Y
3L97200
R y� by�G iI
I
3188899
Mr. J.C. York
May 10, 2017 (Revised October 12, 2017)
Page 15
Figure A6 — Change in Water Levels with Pit (Run SS4wPit — SS4noPit)
3t79t99 3l9L 204 3L82t40
3L83600 3081804 3L86000
BENNETT
PIT
3L87200
3188888
Mr. J.C. York
May 10, 2017 (Revised October 12, 2017)
TABI KS
Table Al — Pit Borehole Water Levels (Spring, 2017)
Page 16
JT
BH-11
JT
BH-14
JT
BH-17
JT
BH-19
JT
BH-23
Location:
Northeast Side
East Side
South Side
Southwest Side
Northwest Side
Well Elevation (ft):
4836.78
4839.9
4843.54
4841.4
4835.99
Ground Elevation (ft):
4834.54
4837.46
4841.21
4839.1
4833.42
Date
Depth
(ft)
Elev.
(ft_msl)
Depth
(ft)
Elev.
(ft_msl)
Depth
(ft)
(ft_msl)
Elev.
Depth
(ft)
Elev.
(ft_msl)
Depth
(ft)
Elev.
(ft
msl)
21 -Mar -17
5.4
4829.1
5.6
4831.9
4.9
4836.3
6.2
4832.9
4.1
4829.3
28 -Mar -17
i 4.8
4829.8
5.0
4832.5
5.0
4836.2
6.2
4832.9
3.8
4829.7
5 -Apr
-17
4.5
4830.0
4.8
4832.7
4.8
4836.5
6.0
4833.0
3.4
4830.0
11 -Apr -17
5.1
4829.5
5.2
4832.2
5.3
4836.0
6.2
4832.9
3.9
4829.5
20 -Apr -17
5.0
4829.5
5.1
4832.3
5.3
4835.9
6.0
4833.0
3.8
4829.7
27 -Apr -17
4.7
4829.9
4.5
4833.0
5.2
4836.0
5.1
4833.9
3.1
4830.3
4 -May
-17
4.3
4830.3
3.6
4833.8
4.1
4837.1
3.3
4835.8
2.6
4830.8
Change
(ft) to Date:
1.2
1.9
0.8
2.9
1.5
Mr. J.C. York
May 10, 2017 (Revised October 12, 2017)
Page 17
Table A2 — Well
Permit
Data
Bottom
Static
Grid
Penn.
NO.
Applicant
Twnshp
Rng
Sec
Qtr -Qtr
Use
Well
Depth
(ft bgs)
Top of
Screen
(ft b s
bgs)
of
Screen
Well
Yield
(gpm)
Water
Level
(USGS
Elev.
Thick.
Sat.
(ft)
(ft
bgs)
bgs)
(ft
Wm DEM)
GOLDEN DOME
832-R
AGGREGATES LLC
2 N
67 W
2
SWNE
iRRIG.
41
ND
ND
1400
5
4862.9
36
MAGNESS LAND
101980
HOLDINGS
LLC
2 N
67W
6
NESW
DOM.
30
10
30
15
6
4843.9
24
833-R
LGEVERISTINC
2N
67W
2
SWNE
iRRIG.
73
ND
ND
1200
23
4856.9
50
17836
KIYOTA DAISY
F
2 N
67 W
2
NWNE
DOM.
65
ND
ND
14
24
4856.4
41
76600
WISSLER CLIFTON
2 N
67 W
2
NWSE
,DOM.
58
38
58
25
26
4860.9
185088
32
DEVER DARREL A
2N
67W
2
SWSE
HOUSE.
50
30
50
15
33
4867.3
17
GODEN DOME
831-R
AGGREGATES LLC
2 N
67 W
2
SWNE
iRRIG.
83
ND
ND
1400
33
4856.9
50
21501
RETHKE MIKE &
CANDICE
2N
67W
11
NESE
DOM.
48
36
48
20
16
4903.0
48887
TIMAN
WILLIAM
2 N
67 W
32
11
SESW
DOM.
48
ND
ND
15
20
4905.9
28
SCHAFFER RICHARD
15170
L & KATHLEEN
E
2 N
67 W
11
NWSE
STOCK
40
ND
ND
20
22
4903.0
18
51071
CARLSON JAMES
2 N
67 W
11
NENE
DOM.
48
34
48
15
30
4903.3
44686
18
RUYBAL CIUMON
E.
2
N
67 W
14
NWNE
DOM.
50
ND
ND
2
30
4919.5
20
JOHN
T WINDELL
&
47721-F
LAURANNE RINK
2 N
67 W
13
NWNE
COM.
72
19
29
40
4
4$42.9
68
MCWILLIAMS
20462 -R -R
STEVEN
S &
2 N
67 W
2
NESE
iRRIG.
72
32
72
600
15
4862.3
57
51071-A
CARLSON
MARY
E
2 N
67 W
11
NENE
DOM.
70
15
70
15
25
4862.9
45
6624-F
CARLSON
,
JAMES
2N
67W
11
NENE
iRRIG.
73
53
,
73
700
30
4865.9
43
733-WCB
WEBER J W
2 N
67 W
2
SESE
iRRIG.
74
44
74
1100
32
4862.3
42
156925--A
KANZLER
DAN DLD
2 N
67 W
1
SWNW
DOM.
45
25
45
15
7.5
4830.9
15051-R
37.5
KUIPERS
JOHN
2 N
67 W
12
SWNW
iRRIG.
49
ND
ND
1125
12
4842.9
37
58571--A
GANNON
2 N
67 W
2
NESE
DOM.
60
40
60
13
25
4846.0
830
35
-R -R
VONFELDT
DANIEL
2 N
67 W
12
SWSW
iRRIG.
52
30
50
150
17
4875.7
VYNCKIER
DON DLD
35
274244
&LOIS
2N
67W
11
SENE
DOM.
50
18
50
15
18
4872.0
32
61228-F
LEWIS
WILLIAM
2 N
67 W
1
SESW
iRRIG.
33
23
33
1100
4
4840.0
29
830-R
VINCENTRJ
2 N
67W
12
SWSW
iRRIG.
50
ND
ND
500
22
4859.9
28
MAGNESS
LAND
195690--A
HOLDINGS
LLC
2 N
66 W
6
N WSW
STOCK
40
20
40
15
12
4839.9
28
KANZLER
DON DID
15861
-R -R
&
SHIRLEY
2 N
67 W
1
SWNW
iRRIG.
32
20
30
550
4
4832.9
28
295458
KUIPERSKACEY
2 N
67 W
12
SWNW
DOM.
45
25
45
15
20
4855.9
25
829-R
VINCENTRJ
2 N
67 W
12
SESW
iRRIG.
30
ND
ND
1175
5
4846.5
25
CANTRELL HOWARD
21287
& VERONICA
2 N
67
W
1
SWSW
DOM.
42
33
42
27
18
4829.9
24
BESTWAY
55652
-MI -f
CONCRETE
&
2 N
67W
13
NWNE
OTHER
23
13
23
ND
4
4843.9
68631
VINCENT
ROLU
Eel
2 N
67 W
12
NESW
DOM.
19
32
24
32
15
18
4842.9
14
15052-R
KUIPERS
JOHN
2 N
67 W
12
SENW
i
RRIG.
15
ND
ND
1800
3
4842.9
53424-F
MULLENDX
MARK D
2 N
67 W
2
SWSE
iRRIG.
12
57
ND
ND
300
ND
48619
ND
CANTRELL
HOWARD
285344
&VERONICA
2N
67W
1
SESW
DOM.
40
ND
ND
25
ND
4842.9
ND
MUU-IAUSEN
132579
GEORGE
W.
2 N
67 W
11
SENE
DOM.
35
ND
ND
20
ND
4864.9
52-WCB
ND
VINCENT
ROLUEJ
2N
67W
12
SESW
iRRIG.
34
ND
ND
+
750
ND
4842.9
ND
TRC
256143
ENVIRONMENTAL
2N
67W
11
SESE
OTHER
24
14
24
ND
ND
4890.9
ND
258578
SW
CHAMBERS
LLC
2N
67W
13
NWNE
DOM.
19
9
19
ND
_
ND
4843.9
ND
258579
SW
CHAMBERS LLC
2 N
67 W
13
NENE
DOM.
19
9
19
_
ND
ND
4844,9
ND
Minimum
15.0
9.0
19.0
2.0
3.0
4829.9
12.0
t
Maximum
83.0
53.0
74.0
1800.0
310
49193
68.0
,
Average _
46.8
26.0
44.5
432.6
17.6
4860.5
32.6
Mr. J.C. York
May 10, 2017 (Revised October 12, 2017)
Table A3 — Bennett Pit Borehole Data
Page 18
Borehole
ID
30
Elev.
DEM
COSPN
X
COSPN
Y
Hole
Depth
(ft)
Weathered
Bedrock
Depth
to
(ft)
Depth
Bedrock
(ft)
to
Depth
Water
(ft)
to
Water
Elev.
(msl)
Sat.
( ft
Thick
)
BH-10
4833.9
3185356.6
1302925.6
60.8
44.7
47.0
6.0
4827.9
41.0
BH-11
4832.9
3186033.7
1302593.7
38.3
31.5
34.5
4.5
4828.4
30.0
BH-12
4833.9
3185778.9
1302135.3
46.0
37.0
38.0
3.0
4830.9
35.0
BH-13
4834.9
3185599.7
1301164.4
50.7
38.0
39.2
4.0
4830.9
35.2
BH-14
4836.7
3185764.1
1300792.2
42.6
38.0
40.0
4.2
4832.5
35.8
BH-15
4839.9
3185603.8
1300098.6
55.5
43.3
45.3
4.5
4835.4
40.8
BH-16
4840.9
3185340.0
1299645.8
53.4
46.5
46.8
5.0
4835.9
41.8
BH-17
4842.9
3184786.6
1299086.1
35.5
25.6
26.4
4.5
4838.4
21.9
BH-18
4842.9
3184233.3
1299705.7
41.0
27.0
34.0
4.0
4838.9
30.0
BH-19
4839.4
3184011.0
1300617.3
30.3
28.0
30.0
5.8
4833.6
24.2
BH-20
4838.9
3184061.2
1301035.1
41.0
27.5
29.0
4.0
4834.9
25.0
BH-21
4836.9
3184782.2
1301596.2
38.0
32.5
37.2
4.5
4832.4
32.7
BH-22
4835.9
3184826.0
1302088.8
57.0
43.5
45.0
3.6
4832.3
41.4
BH-23
23
-
4834.9
3184778.9
1302506.4
I
45.5
34.0
40.0
4.1
4830.8
35.9
I
Average
45.4
35.5
38.0
4.4
4833.1
33.6
Table A4 — Model Mass Balance (Run SS4 (wPit)
MODEL
OUTFLOW
(rfs)
MODEL
INFLOW
(cfs)
IN
-OUT
Storage
0
Storage
0
0.00
constant
Head
3.50
constant
Head
3.46
-0.035
River
Leakage
2.96
River
Leakage
2.99
0.035
Total
I
6.46
(Total
1
6.46 I
0.00
S.
II
FLOODPLAIN STUDY
BENNETT PIT
WELD COUNTY, COLORADO
MAY 2017
REVISED OCTOBER 2017
Ar"%iiier- CC -
NORTHERN COLORADO CONSTRUCTORS, INC.
9075 WCR 10
FORT LUPTON, CO 80621
PREPARED BY:
JT
J&T Consulting, Inc.
305 DENVER AVENUE - SUITE D
FORT LUPTON, CO 80621
PHONE: 303-857-6222
FAX: 303-857-6224
II
i
JT
J&T Consulting, Inc.
October 12, 2017
Division of Reclamation, Mining, & Safety
Attn: Mr. Peter Hays — Environmental Protection Specialist II
1313 Sherman Street, Room 215
Denver, CO 80203
RE: Northern Colorado Constructors, Inc. Bennett Pit
Floodplain Study
Mr. Hays:
We have prepared this letter to address the requirements of the Division of Reclamation,
Mining, & Safety for the Northern Colorado Constructors, Inc. Bennett Pit.
The proposed mining operation will be conducted within the 100-yr floodplain and the 100-yr
Y
floodway. The attached floodplain map indicates the location of the 100-yr floodplain and
floodway as determined by our hydraulic modeling. The affect the mining operation has on the
100-yr floodplain is the stockpiling of aggregate product generated by processing the sand and
gravel deposit through the processing facility and the stockpiling of overburden and topsoil that
is stripped from the site prior to mining. We assumed the largest blockouts in the floodplain by
the product stockpiles and house lots in the floodplain to determine the worst case affect on the
floodplain.
The topography shown on the floodplain map in Appendix A was developed from 2013
DRCOG 1 foot interval LIDAR topography. The LIDAR topography only extends to the top of
water surface of the river. Ground survey was done to verify the river invert adjacent to the site
relative to the water surface. It was found that the invert was 4 feet below the top of water found
in the LIDAR topography. The invert in the cross sections in the model were modified lower by 4
feet to accurately model the river invert.
An existing floodplain/floodway model was not available for this area of the South Platte River.
We developed our models using the aforementioned topography and HEC-RAS 5.0.3. Our
models were tied into a previous studies done near the site. We tied into the Special Flood
Hazard Information Report (SFHIR), South Platte River, Volume I, Weld County, Colorado,
dated April 1977, completed by the Department of the Army, Omaha District, Corps of
Engineers, 68102. The 100-yr flow of 29,000 cfs and 100-yr flood elevation of 4847 for section
67 from the SFHIR were used at the southern (upstream) limit of our modeling, and the 100-yr
Y
flood elevation of 4799.5 for section 66 of the SFHIR was used at the northern (downstream)
limit of our modeling. The NGVD 29 elevations shown in the SFHIR were adjusted to NAVD 88
datum per the National Geodetic Survey's online Vertcon orthographic height conversion utility.
Y
The datum shift from NGVD 29 to NAVD88 in the area of the site was +2.943 feet. Pertinent
portions of the SFHIR that were referenced and used in our modeling are located in Appendix
D.
yi 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224
Mr. Hays
RE: Northern Colorado Constructors, Inc. Bennett Pit
Floodplain Study
Page 2
Three models were developed for the site:
1) An existing floodplain/floodway model showing the limits and elevations of the existing
100-yr floodplain and floodway.
2) A floodplain/floodway model during the mining activities showing affect on the 100-yr
floodplain and floodway resulting from the stockpiles and partially mined pit.
3) A future conditions floodplain/floodway model showing the affect on the 100-yr floodplain
and floodway from the house lots after reclamation of the site is complete.
Additional cross -sections HECXS4.1, HECXS5.1, HECXS6.1, and HECXS7.1 were added in all
three models in the portion of the reach that includes the pit to more accurately model this area.
Because an existing floodplain/floodway model was not available for this area we developed the
existing conditions model using cross -sections taken from the aforementioned DRCOG
topography. This model includes a base flood elevation model for the floodplain, and an
encroachment model for the floodway. Weld County requires that the encroachment model for
the floodway produces a maximum rise of 0.5 feet from the floodplain elevations. We used this
criteria to model the existing floodway. We also used this criteria to model the floodway for the
mining and future conditions models. Please refer to the HEC-RAS output information located in
Appendix C for the existing, mining, and the future conditions models output.
In the mining conditions model, blockouts were added to sections 5, 5.1, and 6 to simulate the
stockpiles during mining and the scale house. Note that the scale house is located outside the
floodplain. The pit areas were assumed to be partially mined, I.e. overburden/topsoil had been
stripped and stockpiled, and a volume of sand and gravel had been removed equal to the
stockpile volumes in the processing area.
In the future conditions model, two (2) 4.1 feet high by 200 feet wide blockouts were added to
section 4 to simulate the future house lots. The adjacent reclaimed reservoir was assumed to be
full of water to a depth equaling the lowest point on the property where water would overtop the
reservoirs edge.
No fill, stockpiling, or structures are located in the 100-yr floodway or cause a rise in the 100-yr
floodplain elevation; therefore the operation will not increase the flood risk on neighboring
properties. Appendix B summarizes the 100-yr floodplain/floodway elevations for each model
and the associated rise (or fall) from the existing 100-yr floodplain elevation at each section.
Appendix B also summarizes the 100-yr base flood elevation at each structure, their
associated highest and lowest adjacent grades, and the minimum lowest floor elevations for
each structure.
305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224
Mr. Hays
RE: Northern Colorado Constructors, Inc. Bennett Pit
Floodplain Study
Page 3
Please feel free to contact us if you need any additional information or have any questions or
comments.
Sincerely,
Mr. J.C. York,
Attachments:
Appendix A — Floodplain Maps
Appendix B — 100-yr Floodplain Elevation Summary
Appendix C — HECRAS Output Files
Appendix D — SFHIR information
Appendix E — Side Channel Spillway Maps and Calculations
gal 305 Denver Avenue - Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224
Appendix A
Floodplain Maps
�y 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224
Ad 6Z:ZZ:tp LIOZ/41/OL '6ugsix3 '6Mp'g uauuamsdeA SIO1s6utmeicheupunad au!vy Rauuag 9LL9ft d
r
-
hid VVl£ D LLOZfl l/OL '6u;ui '6Mp sIo Uauuag\sdek srQ\s6uiMeJa\6uq wJad auiW nauuas 9l1911.d
Wd pp:g . t, LIOZ/I L/01. 'pasodoid 16mP.S1O uauua8\sdeyy slo\s6u!meJa\6u mwJad auiyy uauuag 9l L9 ft j
Appendix B
Floodplain Elevations Summary
ri 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224
C-;
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C)
L
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C
O
O
C.)
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O
0
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t
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J&T Consulting, Inc.
Bennett Pit
N s
r rn
C E
N U
N
r
0
16116 Bennett Pit Floodplain Elevation Summary
co
E
C d
O
co
sa
co
aV
0 Fl
U N.
L �
O N
O O
Existing to
Future
Change
(feet)*
O
0
0
0
0
0
t
0
0
a)
0
0
in
r"-
0
O
to
O
In
o
O
O
M
O
to
O
co
O
N
0
O
0
0
O
0
0
O
0
0
O
0
0
o
0
0
a
0
0
O
0
0
6
0
0
0
0
0
0
>•. c
O CD O
L +,
0
r
IC)
CO
I 4847.90
I 4845.90
4843.81
I 4842.33
I 4841.47
0
0
tt
C
O
I 4839.08
1 4838.30
4837.55
4836.34
CO
0
co
co
4831.56
4826.22
4822.66
I 4818.52
1 4814.14
I 4809.33
I 4803.47
0
IS)
a)
n O > 0
LL O a) `.
LL W-4-
Existing to
Future
Change
(feet)*
0
O
O
0
O
O
0
O
O
N-•
O
O
IIIIIIII
co
h
O
to
O
O
r'
O
N
in
O
O
4O
O
co
0
O
O
0
O
O
0
O
a
0
O
coo
0
O
0
O
0
O
O
0
O
O
0
O
a
0
O
Future
Base Flood
Elevation
(feet)*
1 4849.62
1 4847.45
(CO
,t
't
co
I 4843.35
4841.84
4841.02
I 4839.95
I 4838.59
I 4837.89
I 4837.12
4835.88
1 4835.60
r
r
r•
eo
00
4825.77 I
I 4822.20
4818.04 I
I 4813.67
4808.85
4803.00
I 4799.50
Existing to
Mining
Change
(feet)*
(Dom
0
0
0
O
o
(c)
Cn
't
(n
O
t'7
N
N
N
r
O
Cn
N
0
0
0
o0
0
0
00000C)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
i 1 1 1 1 1,
0
0
0
0
1
0
0
0
0
0
0
0
0
0
Mining
Floodway
Elevation
(feet)*
O
I 4847.90
1 4845.92
ON
4841.72
I 4840.46
4839.24
to
4837.89
I 4836.34
CO
1 4831.56
4826.22
I 4822.66
I 4818.52
4
4809.33
4803.47 I
I 4799.50
r
O
to
co
ON-,
M
co
N
d'
oo
N-
00
co
co
0
c0
co
co
r
4
r
co
a
—
..
Existing to
Mining
Change
(feet)*
0
O
O
0
O
O
0
0
O
0
0
O
LO
M
O
_
CO
O
milli
O
O
N
O
N
O
00
O
CO
O
0
O
0
0000000
O
0
O
00000
O
O
O
O
O
0
O
Mining
Base Flood
Elevation
(feet)*
4849.62
I 4847.45
(0
to
00
I 4843.42
4842.27
1 4841.26
1 4839.99
4838.78
1 4838.29
4837.43
4835.88
I 4835.60
4831.11
4825.77
4822.20
1 4818.04
4813.67
_ .
to
co
00
O
co
o
o
M
O
00
I 4799.50 I
Base Flood to
Floodway
Change
(feet)*
co
it
O
to
d•
O
a)
't
O
-
co
1-
O
co
It
O
N
It
O
CD
't
O
Co
`t'
0
C.0
'd'
0
CO
't
0
1
to
1t
0
CO
Cr'
0
to
't
0
LO
't
0
(0
't
0
CO
't
0
N-
mot'
0
CO
It
0
I`
It
0
O
O
p
Existing
Floodway
Elevation
(feet)*
4850.10
I 4847.90
I 4845.95 J
4843.90
4843.08
4842.06
4840.85
4839.46
1 4838.87
4838.19
I 4836.36
1 4836.08
4831.56
4826.22
I 4822.66
I 4818.52
.f'
r
4
r
CO
M
M
a)
O
CO
I 4803.47
O
to
a)
CD
N-
Existing
Base Flood
Elevation
(feet)*
South
4849.62
4849.62
4847.45
4845.46
N
Nt
M
co
4842.62 I
(3)
to
r
co
4
4840.39 I
0
a
a)
00
4
4838.41
4837.71
4835.91
4835.60
4825.77
4822.20 I
4813.67
4803.00
4799.50
North I
4799.50
r
r
r
00
d-
0
00
00
4
0
00
00
00
≥
O
'`''
CO
CD
C:1-
29977.07
29977.07
28500
26500
25313.88
25000
24421.62
LO
CO
r0
N
N
22651.94
22273.76
21768.17
20720.93
20325.92
17500
O
0
Lo
I 12500
O
0
Or
O
0
ti
O
0
tOo
O
r
O
0
to
0
r
r
C
O
a) CO
t%)
O
U
Upstream Limit
Corps Sec 67
HecXS1
N
co
0
HecXS3
HecXS4
HecXS4.1
HecXS5
I
HecXS5.1
HecXS6
HecXS6.1
HecXS7
HecXS7.1
HecXS8
HecXS9
HecXS10
HecXS11
HecXS12
HecXS13
HecXS14
HecXS15
Downstream Limit
Corps Sec 66
aD
U
I
m.
C
CO
z
C
O
CD
O
co
a)
a)
Lowest
First Floor
Elevation
(feet)*
4842.59
I 4839.41
r
N
N
r
't
It
N-
ei
co
4
4
4x;
co
CO
00
CO
CO
Lowest
Adjacent
Grade
(feet)*
4842.60
4843.95
4839.50
4844.50
0
0
to
0o
4
O
it
ce)
CO
CO
't
't
Highest
Adjacent
Grade
(feet)*
I4842.60
4844.25
0
4844.50
I 4844.50
0
LO
N
O
a)
Cr)
co
O
O
4
-4-
a
Existing
Base Flood
Elevation
(feet)*
4841.59
I 4838.41
I 4838.41
I 4843.42
4843.42
r
N-
N.:
co
4
C
> O
U) v
c\I
N
N
22274
22274
25314
25314
co
(O
F-
N
a)
:
U
r^
vJ
Asphalt/ Concrete
Batch Plant
I Scale House
r
J
N
J
CO
J
asnoH
465
C
CO
C1
O
C
0
CU
a)
Appendix C
HEC-RAS Output
Li 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224
r
45
O
CO
4C
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a
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0
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cr
6
W
2
W.S. Elev Crit W.S. E.G. Elev J E.G. Slope I Vel Chnl Flow Area Top Width Froude # Chl
CO
O
M
O
CO
O
M
O
CO
O
CO
O
O
Nt
O
N
O
LO
N
O
CO
O
r
CD
O
6780.52
4739.95
6355.34
it
c0
N
CO
5993.47
6140.22
6746.85
5067.14
5362.87
4685.95
r
O
R
0
in
4344.74
F.
CT
(/)
O
0
Ce)
O
r
It
r
1 12785.45
12567.77
11749.52
13167.78
13387.70
12398.39
CO
0)
r
CO
CO
r
r
15783.07
15309.62
N
LC)
r
LC)
0
r
r
8048.47
V
r
O
co
CD
Q)
tri
r
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col
r
N
c0
CO
O
d-
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r
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CD
co
N-
cD
2.77
2.94
O
N-
U
N
r --
N
C
CO
N-
r
r
O
O
N
I-
r
r
O
O
r
N-
It
r
O
O
N
U)
It
r
O
O
CO
N-
N
r
O
O
r
1t
N
1-
O
O
N
co
CO
r
O
O
N-
r
CD
r
O
O
N-
r
N-
O
O
O
CD
O
N
0
O
O
0.0023201
Alignment - Sout 100 PF 2 29000.00 4794.55 4799.50 4798.88 4799.87 0.004148
M
CO
N
�
4822.81
O
N
cO
Co
O
CO
cci
r
4813.82
4814.31
4809.07
4809.58
CO
0
M
CO
4803.53
a)
CD
O
N-
it
4798.57
_
4822.20
4822.66
4818.04
4818.52
4813.67
4814.14
U)
Cb
CX)
0
d
4809.33
O
0
Cr)
0
4803.47
4799.50
(ft)
4813.00
0
M
r
4809.00
0
O
O
co
4805.00
00
u
O
OO
4801.00
O
O
V'
4799.00
4799.00
4794.55
w
.C
Ua)
C
Q Total
(cfs)
0
O
O
N
0
O
O
N
0
O
O
N
0
O
O
N
0
O
0)
N
29000.00
0
O
O
N
0
O
O
N
0
O
co
N
0
O
O
N
0
O
O
N
CU
r
is.
PF 2
PF 1
PF 2
r
LL
PF2
r
LL
PF2
r
LL
PF 2
r
LL
C
P_
a-
River Sta
12500
12500
O
O
O
O
r
O
O
O
O
r
7500
7500
5000
5000
2500
2500
O
0
r
Reach
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
[Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
$
Reach: Alignment - Sout
River: S Platte
HEC-RAS Plan: Existing
a)
C
y -
C
O
U
4-
5
0
I
4-
c
a)
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C
0)
Q
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co
a)
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a)
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ca
a
co
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Q)
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a:
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x
W
C
co
d
Q
rx
U
W
2
a)
d
�
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a)
9350.06
7672.12
co
co.
r
r
co
1r^
I J
CD
W
00
1r^
V J
CD
W
CO
7359.05
7359.05
7672.12
7672.12
8111.83
8111.83
Top Wdth Act Q Left Q Channel Q Right Enc Sta L Ch Sta L
(ft) (cfs) (cfs) (cfs) (ft) (ft)
4739.95 24182.02 4817.98 2434.65 7144.12
6355.34 22247.18 5060.46 1692.36 7602.21
4322.64 23647.41 5352.60 3051.84 7602.21
N-
O
CO
CO
03
N-
O
ciW CD
CO
03
7213.66
7213.66
7520.75
7520.75
7883.19
7883.19
2542.34
2904.84
Alignment - Sout 2500 PF 2 4803.47 0.47 4803.53 4685.95 27016.68 1983.32 2737.07
Alignment - Sout 100 PF 1 4799.50 4799.68 5707.91 22349.71 6553.38 96.91
Alignment - Sout 100 PF 2 4799.50 0.00 4799.87 4344.74 20261.61 8738.39 1832.97
r
O
M
(0
CO
CO
2314.64
6413.31
5298.62
149.82
8930.76
9973.61
7572.53
8204.72
1671.33
16205.33
(l)
N
r
r
N-
CO
r
15014.16
15496.66
27178.84
5993.47
6140.22
6746.85
5067.14
5362.87
>
N
W
W
-
r
OO
N
N
O
N
00
r
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00
r
4813.82
r
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4809.07
4809.58
4803.06
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co
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4813.67,
4814.14
4808.85
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4803.00
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N
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Q
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Alignment - Sout
Alignment - Sout
Alignment - Sout
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10/11/2017
N
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O
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cc
O
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2510.21
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14928.03
14488.28
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to
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14925.10
9198.46
7462.47
13551.62
10743.65
12013.29
CO
O)
r
O
r
13003.89
CCDD
r
0)
O
r
14280.72
CO
O)
O
N
r
O
m
O
't
r
CO
to
O
r
r
N
to
CO
r
r
O
r
N-
O)
16329.69
14513.86
15986.41
N-
ao
CD
V'
r
9047.41
6828.64
13998.32
12353.18
Vel Chnl
I
5.05
5.13
6.23
r
4t
.
CO
5.73
5.85
10.27
O
O)
.
O)
't
O)
.
CO
N
r
N-
7.32
00
4-
.
N-:
to
O
.
Co
O
N
.
CO
to
It
.
ca
N
CO
.
CO
LO
Nt
.
CO
r
O
.
CO
7.87
CO
O
.
00
it
N
.
to
CO
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.
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N
.
to
N
N
.
to
7.59
O
O)
ti
O)
O)
.
to
O)
r
.
CO
E.G. Slope
(ft/ft)
N
CO
CO
O
O
O
.
O
CO
r
00
O
O
O
.
O
't
Nr
O
r
O
O
.
O
0.001047
00
CO
IN
O
O
O
.
O
O
CO
N.
O
O
O
.
O
N-
O
to
N
O
O
.
O
0.002207
co
LO
M
r
O
O
0
0.001347
0.001474
0.001451
O)
r
O
r
O
O
.
O
N-
O
O
r
O
O
.
O
V'
O
N
r
O
O
.
O
N
CO
r
r
O
O
.
O
N
to
r
r
O
O
0
0.001143
CO
CO
CO
r
O
O
.
O
00
't
CO
r
O
O
.
O
CO
00
N
O
O
O
.
O
N
h
N-
O
O
O
.
O
N--
't
CO
O
O
O
.
O
In
N
CO
O
O
O
.
O
0.002250
M
CO
N
N
O
O
0
N'
N-
r
r
O
O
.
O
O
N --
r
r
O
O
.
O
E.G. Elev
9
C7)
CO
O)
co
4850.18
4847.62
4848.10
4845.59
4846.07
4844.16
r
CO
4
CO
4842.46
4842.96
4841.53
4842.04
4840.19
4840.70
4838.97
4839.47
4838.47
4838.97
4837.76
4838.27
4835.99
4836.47
4835.70
O)
r
CO
00
4831.64
4832.19
CO
O)
to
CO
4826.45
Crit W.S.
E
4848.25
4848.37
4843.42
4843.51
4841.24
O)
CO
O
4.
co
W.S. Elev
NO
C
O
000
O
O
00
4847.45
4847.90
4845.46
4845.92
4843.42
O)
O
M
co
4842.27
4842.72
4841.26
4841.72
O)
O
O
co
co
4840.46
4838.78
4839.24
N
00
ce)
co
4838.75
I
4837.43
4837.89
4835.88
M
CO
co
00
4835.60
O
CO
co
co
4831.11
4831.56
4825.77
4826.22
W
O
0
C
(ft)
O
O)
CO
CO
4839.00
4837.00
4837.00
4834.00
4834.00
4832.00
4832.00
4832.00
4832.00
4831.00
4831.00
4830.00
O
O
cc
4829.00
4829.00
O
O
03
O
00
03
4827.00
4827.00
O
CO
N
vs
4826.00
4826.50
4826.50
O
r
N
4821.00
4817.00
Alignment - Sout 15000 PF 2 29000.00 4817.00
Q Total
(cfs)
O
O
0
O
O
0)
N
O
O
0
O
O
0)
N
O
O
0
O
O
0)
N
O
O
0
O
O
a)
N
O
O
0
O
O
0
N
O
O
0
O
O
0)
N
O
O
0
O
O
a)
N
O
O
0
O
O
0)
N
O
O
0
O
O
O)
N
O
O
0
O
O
0)
N
O
O
0
O
O
0)
N
O
O
0
O
O
0)
N
O
O
0
O
O
0)
N
O
O
0
O
O
0)
N
O
O
0
O
O
a)
N
O
O
0
O
O
a)
N
O
O
0
O
O
0)
N
O
O
0
O
a
C3)
N
O
O
0
O
a
0)
N
O
O
0
O
a
0)
N
O
O
0
O
o
0)
N
O
O
0
O
O
0)
N
O
O
0
0
O
0
N
O
O
0
O
O
0)
N
O
O
0
O
O
O
N
O
O
0
O
O
0)
N
O
O
0
O
O
0)
N
Profile
PF 1
N
LL
a
PF 1
PF 2
PF 1
PF 2
PF 1
PF 2
PF 1
PF 2
PF 1
N
LL
a
PF 1
PF 2
r
LL
a_
N
LL
a
r
LL
a
N
LL
s
PF 1
PF 2
r
LL
a
N
LL
o_
r
LL
a
(NJ
LL
s
r
LL
a
(IN
LL
s
r
Lt_
a
River Sta
29977.07
29977.07
28500
28500
26500
26500
25313.88
25313.88
25000
25000
24421.62
24421.62
23701.35
23701.35
'd'
C)
r
CO
N
N
22651.94
22273.76
22273.76
N-
r
05
r
N
21768.17
20720.93
20720.93
N
O)
vi
CO
O
N
20325.92
17500
17500
o
O
to
r
Reach
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
I Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Q •
a)
D
C
c
U
0
Co
I
ate)
E
c
cm
Q
L
o
cu
a)
ct
a)
CO
o_
W
)
.>_/
6L
CD
C
.C
2
C
as
'
w
NQ�
lL
1
U
w
I
Froude # Ch)
0.35
M
O
co
O
M
O
0.35
0.35
-4
O
-4
O
0.24
N
ci
0.46
(O
O
E
6780.52
4739.95
-t
C
L6
U)
M
(O
4322.64
5993.47
N
N
6
tt
r
Co
6746.85
5067.05
5362.87
4685.95
5707.91
4344.74
"CI
Q
O
H
Flow Area
a-
N
14183.09
12785.45
12567.77
11749.52
13167.78
13387.70
12398.39
11359.45
15783.07
15309.62
N
to
rE to
c)
r -
r
8048.47
Vel Chnl
N
r
O
CO
Co
O)
L6
r
N
CO
r
N
(O
CO
O
4
N
r-
t()
Nt
CO
CO
0o
N
CO
t�
N
N
Ni-
a)
N
a)
I--
L6
N
N-
t`
E.G. Slope
E..r
0.001173
0.001172
N-.
N
r
O
O
N
LC)
r
O
O
M
N-
CV
O
O
S-
N
r
O
O
N
CO
(O
rIt
O
O
CO
r
rD
O
O
N
r
O
O
O
(0
O
O
O
O
0.002320
0O
1:1-
-4
O
ci
E.G. Elev
^
M
M
N
N
O3
4822.81
4818.20
a)
Co
0O
r
N
0O
M
r
4814.31
N-
O
a)
O
4809.58
(O
O
(en
O
4803.53
co
CO
a)
O)
4799.87
Crit W.S.
4798.57
co
0O
a0
a)
4
W.S. Elev
(ft)
4822.20
4822.66
it
O
0O
r
CO
4818.52
4813.67,
4814.14',
U)
co
0O
O
CO
4809.33
O
O
C7
O
CO
4803.47
4799.50
4799.50,
w
n
0
(ft)
4813.00
O
(1)
r
co
O
a)
O
O
a)
O
4805.00
0
to
O
O
r-
O
O
r-
O
O
a)
a)
O
a)
a)
4794.55
4794.55
To
o
H
(cfs)
O
O
o
O
0
a)
N
O
O
a
O
O
a)
N
O
O
o
O
0
a)
N
O
O
0
O
0
a)
N
O
O
0
O
0
a)
N
O
O
0
O
O
o
N
O
O
0
O
O
rn
N
O
O
0
O
O
0
N
O
O
0
O
O
CD
N
O
O
0
O
O
O)
N
O
O
0
O
O
a)
N
O
O
0
O
O
0
N
Profile
r
0-
PF2
r
PF 2
PF 1
PF 2
PF 1
N
d
PF1
PF2
r
a_
N
d
River Sta
12500
12500
O
O
0
r
O
O
0
r
7500
7500
5000
5000
2500
2500
O
0
r
O
0
r
Reach
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
I t
C
(f)
I
C
E
C
Q
C)
(U
a)
a)
(0
0
co
L
NJ
{.L
O)
C
C_
2
C
CO
a
Q
ct
a
W
2
Enc Sta R
5901.58
8022.92
0
N
0
r
N
CO
5935.27
a)
0
7423.06
7147.82
8428.50
7566.58
7692.93
7330.90
7316.98
5288.39
r
N
O
(0
CO
ti
r
a)
r
N--
Cr
4900.28
00
N
0co 0
CD
4-
6912.74
6912.74
6728.02
[ 6728.02
5757.75
5757.75
5561.65
5561.65
5214.51
5214.51
5025.92
5025.92
5813.94
it
a)
�
03
co
5343.67
5343.67
5720.81
5720.81
r
0
0“5
MO
co
r
O
a
CO
0
CO
Oro
CD
0
0
Oro
CO
4055.29
4055.291
r
a)
CO
in
a)
('0')
to
7227.75
L
0
J
c-.
in
-C
0
4871.24
4871.24
N.N
r
COo
6813.27
0
04
co
co
(0
0
O4
co
co
CO
5653.96
5653.96
5481.43
5481.43
5111.35
5111.35
03
0
a)
co
NI'Nt
0
a)
co
5698.23
5698.23
5252.02
0
co
N
to
to
r
co
In
5616.58
0)
0)
r
CD
6193.90
r
co 0
00
(
r
0O
COO
3779.50
3779.501
5223.391
5223.39
7144.12
Enc Sta L
E.
1258.03
4048.41
£t7'££0£
3087.91
3614.20
3365.16
3270.69
r
0
In
0
4
4048.56
3844.11
2605.55
2396.05
2728.62
0
r
(p
N
Q Right
(cfs)
5306.52
3571.02
N
N.
CO
0')n
2583.23
5571.59
CO
N
N
3262.06
2555.36
6 6'£9£9
5233.88
6689.37
6453.87
3600.67
2975.17
CD
4
r
r
N
r
12540.57
8302.82
8220.02
7834.84
7364.62
7249.83
5552.52
7506.67
5815.50
6351.38
6449.76
o
CO
0
O
0O
8426.97
2342.87
Q Channel
(.0
C)
1556.83
N
r
4
LO
CD
r
6473.98
6952.34
0)
(D
a)
0
(D
0)
iCr
ai
Nt
CD
12170.71
12220.59
5714.75
6122.80
7746.07
8277.40
r
(D
CD
cor
O
(0
CO
a)
N.
CO
7294.76
7835.98
M
0
O
0
(0
6513.46
8551.71
U)
r
t`
r
5799.13
6219.72
4599.71
4944.16
16224.30
N.
r
r
03
N.
e-
8710.03
9457.28
r
co
O
(NO
4-
0)
t
J
U
22136.66
23774.86
0
co
OS
t03
0
r
19464.43
17398.72
0
N.
CO
:7)
CO
r
13567.23
14224.05
16922.07
17643.32
14564.56
14268.73
17232.73
17264.97
9592.79
8623.46
14617.15
14266.52
(0
Nt
Cr)
CO
N
r
12488.24
15951.04
17227.77
16893.62
18240.33
N
CO
4
co
1 4699.071
N.
r
M
M
r
r
co
N
to
r
r
r
22036.83
Top Wdth Act
6577.21
4605.13
7201.73
3878.42
8247.83
5182.78
6382.06
to
it
M
uo
N
6448.63
o
r
a)
r
co
CO
6216.32
3885.55
it
r
cc;
3720.75
O
co
tf)
co
(0
4337.78
6603.38
3485.76
5498.01
3590.17
6332.80
CD
r
6070.54
4911.70
0
0
6M
co
0
CO
2510.21
6647.48
4817.36
6780.52
r-
co
CO
Nt
r
CO 0
E.G. Elev
O)
CO
a)
mot
0O
r
O
d
4847.62
0
r
Oo
CO
it
4845.59
4846.07
4844.16
4844.61
4842.46
4842.96
4841.53
4842.04
4840.19
4840.70
4838.97
4839.47
4838.47
4838.97
4837.76
4838.27
0)
0)
In
03
it
4836.47
4835.70
a)
r
(D
O3
it
4831.64
4832.19
4825.96
4826.45
M
co
N
co
it
Prof Delta WS
O
0.45
O
O
0.47
0A7
O
O
O
O
O
O
O
W.S. Elev
4849.62
rr
4
4847.45
4847.90
4845.46
4845.92
4843.42
4843.90
4842.27
4842.72
N
co
4841.72
4840.46
4838.78
4839.24
4838.29.
4838.75
4837.43'
CO
OD
v
00
co
4
4836.34
4835.60'
0
O3
4831.11
4831.56
4825.77
4826.22
4822.20
W
PF 1
PF 2
r
lL
a.
PF 2
PF 1
PF 2
PF 1
PF 2
PF 1
PF2
PF 1
PF 2
PF 1
PF 2
PF 1
PF 2
PF 1
PF 2
PF 1
PF 2
PF 1
N
IL
a
r
LL
a
PF 2
r
LL
a
PF 2
PF 1
PF2
Alignment - Sout 12500 PF 1
w
C
L
a_
River Sta
29977.07
29977.07
28500
28500
26500
26500
25313.88
25313.88
25000
25000
24421.62
CO
r
it
4-
N
123701.35
123701.35
122651.94
22651.94
N
C')
N
N
O4
22273.76
r
0O
N-
r
N
r
CO
O
CN
r
N
20720.93
20720.93
20325.92
0)
If)
M
0
N
17500
17500
0
O
to
r
0
0
to
r
Reach
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
Alignment - Sout
e
t
N
C
4-
C
0
45
O
U
C
E
C
0)
Q
.c
U
Cu
N
ct
Enc Sta R
7227.75
7703.56
9095.49
c0
O
O
u)
co
a)
7672.12
co
co.
-,--
r
r
co
r
L
0
t
7227.75
7703.56
7703.56
r
in
r
la
(0
(0
CO
7359.05
7359.05
7672.12
7672.12
c')
COEt .
r
r
CO
co
O
r
r
CO
c0
(0
O
J
(U
-C
0
7144.12
7602.21
7602.21
N-
O
COO
CO
ti
O
(0
C)
7213.66
7213.66
7520.75
7520.75
a)
0)
r
CO
CO
r
CO
CO
EncStaL
9
2434.65
3051.84
2542.34
2904.84
2737.07
1832.97
Q Right
vim-
v
CO
co
(NI
(0
(0
r
3863.91
(0
4
r
co
cvi
-t
CO
5297.56
149.82
r
a)
co
O
CO
N
Q Channel
(cfs)
4817.98 '
5060.46
5352.60
CO
O
O
O
CO
M
a)
a)
7572.53
N
CO
ON
op
M
r
(0
1983.32
6553.38
M
O
O
r
Q Left
(cfs)
24182.02
22247.18
23647.41
16205.33
16711.75'
15014.16
15496.16
27178.84
27016.68
22349.71
20261.61
Top Wdth Act
4739.95
6355.34
4322.64
5993.47
6140.22
U
O
CO
I-
c0
5067.05
5362.87
4685.95
5707.91
N-
'4t
co
>
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Appendix D
Special Flood Hazard Information Report
Information
Ll 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224
14
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PLATE INDEX MAP PLATE 2)
11
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Appendix E
Side Channel Spillway Maps and Calculations
JT
305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224
The length of the riverside berm is greater than 1,300 feet. According to Technical Review Guidelines for
Gravel Mining & Water Storage Activities from Urban Drainage and Flood Control District, the equation
for the side channel spillway length is:
L
0.6 xAp
S 12,000
Ls = length of the side channel spillway
Ap = area of pit measured in square feet at the high water line
The calculated surface area for the North and South cell combined at the high water line is 4,271,494
square feet. The calculated length of the spillway is 213.6 feet which was rounded to 215 feet.
The riverside berm protection was designed based on Figure 2.8: Riprap Spillway Stabilization from the
Technical Review Guidelines for Gravel Mining & Water Storage Activities shown below. The pitside
protection was designed using the Rock Chute Design Program based on "Design of Rock Chutes" by
Robinson, Rice, and Kadavy, ASAE Vol. 41(3). The results sheet is included.
SIDE CHANNEL
SPILLWAY
RIVER BANK
PROTECTION
PER 2.3
2-YR.
RIVER'S
THALWEG�
I5'
CONCRETE CUTOFFS
TYPE M --
SOIL
RIPRAP
MAY BE USED IN LIEU
OF SURFACING THE
ENTIRE SPILLWAY
CREST WITH TYPE M
SOIL RIPRAP
RIVERSIDE BERM
TOP
(BEYOND SPILLWAY)
100' MAX.
10' WIDE
MAINTENANCE TRAIL
Z
A
GROUTED
BOULDERS
PITSIDE
SLOPE
fl..
.,
or
sit
1
EXTEND BOULDERS
TO BEDROCK OR 3'
BELOW PIT BOTTOM
*Z VARIES WITH RECLAIMED USE
Figure 2.8
Riprap Spillway Stabilization
C
Rock Chute.xls
Page 1 of 3
Rock Chute Design Data
(Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998)
Project: Bennett Pit
Designer: TPY
Date: May 12 2017
Input Geometry:
County: Weld
Checked by:
Date:
> Upstream Channel
Bw= 215.0 ft.
Side slopes = 10.0(m:1)
Velocity n -value = a060
Bed slope = 0.0100 ft./ft.
Note: n value = a) velocity n from waterway program
or b) computed mannings n for channel Outle
Chute
Bw=215.0ft.
Factor of safety = 1.20 (FS) 1.2 Min
Side slopes = 10.0(m:1) —> 2.0:1 max.
Bed slope (3:1) = 0.330 ft./ft -> 3.0:1 max.
Freeboard = 0.0 ft.
t apron depth, d = 0.0 ft.
Downstream Channel
Bw = 400.0 ft.
Side slopes = a1 (m:1)
Velocity n -value = 0020
Bed slope = O0050 ft./ft.
Increase Freeboard
Base flow = 0.0 cfs
Design Storm Data (Table 2, FOTG, WI-NRCS Grade Stabilization Structure No. 410):
Apron elev. --- Inlet =100.0 ft.
Outlet 60.0 ft. --- (Hdrop = 40 ft.)
Q high = Runoff from design storm capacity from Table 2, FOTG Standard 410
Q5 = Runofff from a 5 -year, 24 -hour storm.
Qhigh= 2000.0 cfs High flow storm through chute
Q5 = 2000.0 cfs Low flow storm through chute
Profile and Cross Section (Out
ut):
Note : The total required capacity is routed
through the chute (principal spillway) or
in combination with an auxiliary spillway.
Input tailwater (Tw)
Tw (ft.) = 3.00
Tw (ft.) = 3.00
Staffing Station 10+00.0
hp„ = 0.34 ft. (0,34 .)
Hpe =Pi 2.18ft.
Energy Grade Line
__
,._.. _.._•••._••
... ... - +�'
.......
. .. r
•. email, ..._........
40(D50)
Velocityinlet = 3.91 fps
at normal depth
Critical Slope check upstream is OK
Note: When the normal depth (yn) in the inlet
channel is less than the weir head (Hp), ie., the weir capacity is less
than the channel capacity, restricted flow or ponding will occur. This
reduces velocity and prevents erosion upstream of the inlet apron.
►1 _ 0.64 ft. (0.64 ft.)
Hce
=2ft.
-- •
•
•
0.715yc= 0.97 ft.
.(0.97 ft.)
N
•
•
.
S.
Typical Cross Section
Freeboard = 0 fi.
rn.
Use Hp along chute
but not less than z2.
•' Bedding
Rock thickness = 30.3 in
•
•
•N.
Rock Chute
Bedding
Notes:
1) Output given as
values.
2) Tailwater depth plus d must be at or above the
hydraulic jump height for the chute to function.
3) Critical depth occurs 2yc - 4yo upstream of crest.
4) Use WI Const. Spec. 13, Class I non -woven
geotextile under rock.
= 0.74 ft.
(0.74 ft.)
N
I
Outlet A • ron
r OM r
Hydraulic Jump
Height, z2 = 2.24 ft. (2.24 ft.)
Tw+d = ft - Ttiv.
`. '\'v o. k.
t
3 ft. (3 .) Outlet
2.5
!—z
*Nil MS Ina INS dr
15(D50)(FS)
Profile Along Centerline of Chute
Geotextile
Rock Chute
Fs
=
n -value =
D50{Fs)
2(D50)(Fs) =
Tw d=
zz-
=
*** The outlet
9.01 cfs/ft.
VelocitYoutiet
Channel
_ 0.005 ft.ift.
01 ft (1 ft. minimum
suggested)
1.6.7 fps
at normal depth
Equivalent unit discharge
1.20 Factor of safety (multiplier)
a 74 ft Normal depth in chute
Manning's roughness coefficient
154 in. Minimum Design D50*
Rock chute thickness
Tailwater above outlet apron
Hydraulic jump height
function adequately
0.058
High Flow Storm Information
4.
Rock_Chute.xls
for construction plan
Rock Chute Design - Cut/Paste Plan
•
Upstream
Channel
Slope = 0.01 ft./ft.
Stakeout Notes
Sta.
0+00.0
0+06.0
0+14.0
0+21.6
1+35.2
1+54 2
1+54 2
Notes:
Elev. (Pnt)
100 ft. (1)
100 ft. (2)
99.3 ft. (3)
97.5 ft. (4)
60 ft. (5)
60 ft. (6)
60 ft. (7)
(Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998)
Project: Bennett Pit
County: Weld
Designer: TPY
Date: May 12 2017
Design Values
D50 dia. = 18.0 in.
Rockchute thickness = 36.0 in.
Inlet apron length = 14 ft.
Outlet apron length = 19 ft.
Radius = 50 ft.
Will bedding be used? Yes
Rock Gradation Envelope
Checked by:
Date:
Passing Diameter, in. (weight, lbs.)
D100
D85
D50
D10
27 - 36 (1393 - 3302)
23 - 32 (907 - 2407)
18 - 27 (413 - 1393)
14 - 23 (211 - 907)
Coefficient of Uniformity, (D 60)/(D10) < 1.7
Quantities a
Rock = 5200 Yd3
Geotextile (WCS-13)" = 5740 yd2
Bedding 12 in. = 1974 yd3
Excavation = 0 yd3
Earthfill = 0 yd3
Seeding = 0.0 acres
Notes: a Rock, bedding, and geotextile quantities are determined from x -section below (neglect radius).
b Geotextile Class I (Non -woven) shall be overlapped and anchored (18 -in. minimum along sides
and 24 -in. minimum on the ends) --- quantity not included.
C
O
CD
0)
14 ft.
Radius = 50.04 -ft/
Geotextil
Inlet apron elev. = 100 ft.
2 3
Rock thickness = 36 in.
1
121 ft.
Point No.
Outlet apron
elev. = 60 ft.
Description
2 Point of curvature (PC)
3 Point of intersection (PI)
4 Point of tangency (PT)
Outlet apron
- 19 ft.
Profile Along Centerline of Rock Chute
Freeboard = 0 ft.
Rock gradation envelope can be met with
Gradation printed
4NRCS
Natural Resources Conservation Service
United States Department of Agriculture
2.5
Rock Chute
Bedding
Downstream
Channel
Slope = 0.005 ft./ft.
Geotextile
Rock Chute
Bedding
Rock thickness = 36 in.
* Use Hp throughout chute
Rock Chute Cross Section but not less than z2.
Profile, Cross Sections. and Quantities
Bennett Pit
Weld County
Designed
Drawn
Checked
Approved
Date
TPY
File Name
Drawing Name
Sheet 1 of 1
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