HomeMy WebLinkAbout20101536.tiff •
PRELIMINARY DRAINAGE REPORT
•
•
2010-1536
•
Preliminary Drainage Report
For
Heartland Renewable Energy, LLC
SE '/4 of Section 25 T4N R65W
Operated by Colorado Green, LLC
A subsidiary of Heartland Renewable Energy, LLC
•
Ass
P io
AGPROfessionals, LLC
4350 Highway 66
Longmont, CO 80504
(970) 535-9318
March 2009
Revised 5/22/2009
Revised 8/5/2009
Revised 9/15/2009
• Revised 2/15/2010
Heartland Renewable Enerev
•
Certifications
I hereby certify that this report for the preliminary drainage design of Heartland
Renewable Energy was prepared by this professional engineer, licensed to practice in
Colorado. To the best of my professional knowledge,judgment and belief, these plans
meet the provisions of the Weld County storm drainage criteria, and the Weld County
Use by Special Review and Site Plan Review Preliminary Drainage Report Outline.
,cp.0 0 L/c,
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Travis Hertneky, PE
• AgProfessionals
•
2115/2010 Preliminary Drainage Report Page 2 of 7
Heartland Renewable Enerpv
•
Project Description
Heartland Renewable Energy is a new renewables-based gas production plant planned for
construction in south central Weld County Colorado. This proposed facility will import
digestible feed stocks such as cattle manure, food wastes and agricultural wastes and
process them in anaerobic digesters to produce commercial quantities of natural gas.
The proposed facility will be located primarily in Parts of the SE / of Section 25, T4N,
R65W, 6th PM. This facility is located approximately 1/4 mile northwest of Weld County
Road 49 and 40 intersection and approximately 7 miles southeast of the town of LaSalle,
CO.
The site that the plant will be constructed on is an approximate 80 acre parcel located on
the sand hills between the west bank of the Box Elder Creek located approximately 4
miles east and the east bank of Beebe Draw located approximately 1.25 miles west.
The site is currently native grass and is used for livestock grazing and has oil and gas
production equipment on the site. This site is situated at a relatively higher elevation in
relation to the local terrain and does not have any major hydrologic features such as
natural drainages or irrigation canals located within or adjacent to the proposed facility.
The site is predominantly the same as it has historically been with the exception of the oil
• and gas footprints, the construction of WCR 49 and the construction of the downstream
Gilmore ditch.
Investigations indicate that groundwater is present under parts of the site at depths of
approximately 3011. These investigations indicate that a shallow water table will likely
not be a major concern for construction or operations.
Groundwater Investigations
There are no current groundwater production wells located on this property, however
there are existing permitted wells located in both the up gradient and down gradient
quarter sections. The recorded groundwater levels of the existing production wells are
175ft up gradient and 120ft down gradient. Soilogic's preliminary subsurface exploration
continued to a depth of approximately 30ft at various locations throughout the site, and
did not encounter any indications of seasonably high groundwater. Three groundwater
monitoring wells have been drilled on and adjacent to the proposed site. Two of the three
groundwater monitoring wells intercepted water. MW02 located on the western edge of
the proposed site intersected groundwater and the water level on the day of drilling has
been determined to be approximately 44ft. MW0I and MW03 did not exhibit static
water on the day of drilling. Subsequent readings of the monitoring wells have indicated
consistent readings of the static water elevations in MW0I and MW02. Both show a
depth to groundwater of approximately 30ft and a static elevation of 4772.811 in M W01,
• and 4777.9 in MW02. The deepest excavations on this site will be approximately 21ft for
2/15/2010 Preliminary Drainage Report Page 3 of 7
Heartland Renewable Energy
• the construction of the stormwater pond located directly adjacent to wells M W0l and
MW02. This provides a separation of approximately 9ft from high water elevation to
bottom of pond.
Drainage Basin and Sub-Basins
This site is generally a west facing slope, however much of the site never historically
drained offsite due to the sand hill nature of the site. Any storm water that does drain
from the site, generally flows in a west-northwest direction toward the Gilmore ditch
located approximately '/2 mile from the North West corner of the site. Depending on the
storm event, runoff may have overtopped the ditch and flowed to Beebe Draw, and then
north into Lower Latham Reservoir. No mapped 100-year floodplain affects this
property.
The USGS topographic maps indicate that a minor area up gradient of the site historically
flowed through the site. A site survey of the area indicates that much of this water will
flow to natural low depressions in the sand hill topography. The final design for ensuring
that run-on water is adequately diverted will include a combination of retention in the
natural sand hills and diversion of water along the east edge of the facility. Run-on
diversions will be sized to safely convey the expected flows around the facility.
Diversion design will depend on the final site layout and will likely consist of elevating
• the eastern edge of the site, construction of diversion berm or channels to divert the run-
on along the east edge to the north boundary of the property.
Drainage Design Criteria and Preliminary Drainage Design
This proposed facility will be new construction and the site will be leveled and graded to
ensure proper drainage and a suitable site for construction. Existing oil and gas facilities
provide the only major site constraints that the grading must match. Existing oil and gas
pipelines running through the site will be relocated around the proposed facility. Overall
the site will be graded to drain to the west and north to a single retention pond. It is
anticipated that all storm water will be conveyed to this single retention pond with open
conveyances sized to adequately carry the estimated peak runoff from a 25yr-24hr storm
from the developed site.
From the NOAA Atlas 2 the estimated rainfall from the 25yr-24hr storm event is 3.0".
The runoff volume and flows will be estimated using the NRCS curve number methods.
All estimations will be performed either manually or using readily available software and
spreadsheets such as NRCS TR-55, or Colorado NRCS Rectangular Waste Storage Pond
Design Computations spreadsheet developed by State Engineer John Andrews.
The runoff waste storage pond will be designed as a retention system with zero discharge
outside of the design storm event. The preliminary design was developed with the
• conservative assumption that there will be approximately 30 acres of hard surfaced or
2/15/2010 Preliminary Drainage Report Page 4 of 7
Heartland Renewable Energy
• impermeable production area. This estimate included the footprint for all the digesters
and associated buildings and storage tanks. A CN of 97 for the impermeable areas was
used for the preliminary design. In the event that areas around the digesters and buildings
are finished with a permeable surface such as gravel the design volume will decrease.
The soil amendment pads located to the north and south of the digester footprint will be
native soil and have windrows of the post-digestion compost product. The native soil for
the pad areas is classified as either a Valent sand or a Vona loamy sand. These soils have
a hydrologic soil classification of A and B respectively. It is assumed that the worst case
scenario is when these pads are nearly empty and the pads would most closely resemble
the NRCS description of a "newly graded area" and have CN's of 77 and 86.
The preliminary design estimates the runoff from the design storm to be 13.8 ac-ft. An
additional 7.3ac-ft has been allowed for winter storage of accumulated runoff and
management flexibility. No process water from the digestion process will be stored in
this pond and thus no additional storage volume is needed. The pond will have a
permanent depth gauge installed and will be marked to indicate the maximum normal
operating volume that will still allow for storage of the design storm runoff. After a large
storm event the facility will dewater to the pump down mark. All of the runoff water will
be recycled back into the digestion process. The runoff pond will have an emergency
spillway installed that is capable of adequately handling the expected runoff from the
25yr-24hr storm event while protecting the structural integrity of the pond itself. The
pond inlets will be protected from erosion with poured concrete spill protection that will
continue from the top of the inlet and extend onto the bottom of the pond. The pumping
system will likely be either a floating pump or a vertical turbine sitting on a wet well.
The dewatering system will be designed to draw the pond down to the dewatering mark
in approximately 15 days.
The runoff pond will be lined with a geo-membrane liner constructed from either 60mi1
High-density polyethylene(HDPE)or 30mi1 XR-5. Sediment basins will be lined with a
compacted clay liner of 1.5ft thick and will have a tested seepage rate when completed of
less than 1.0x10-bcm/sec (1/32 in/day). The preliminary geotechnical report performed
by Soilogic, Inc. indicates that there is a substantial quantity of clay present in subsurface
horizons at varying depths from lft to nearly 25ft. The bore hole labeled B-6 located
approximately 300ft from the pond indicates a CL soil located from approximately 1 ft to
the bottom of the boring at 25.5ft. This lean clay has 65.2% passing the no. 200 sieve
and a PI of 16. Testing indicates that this soil has relatively high clay content and will
likely be suitable for a compacted clay liner.
The conveyance channel from the south pad to the pond will facilitate solids settling and
will be oversized to adequately handle the design flows with a sediment load. Sediment
settling basins may be constructed, and will be lined with a compacted clay liner and
protective soil blanket. The solid settling system will be designed to facilitate cleaning
with on-site equipment such as standard front end loaders in order to encourage proper
maintenance. Preliminary runoff estimates were determined using a conservative
approach to size the conveyance channel and emergency spillway. NRCS EFH2 method
• was used to determine the estimated peak runoff, and determined with a weighted curve
2/15/2010 Preliminary Drainage Report Page 5 of 7
Heartland Renewable Energy
• number of 87 the peak expected runoff from the 100yr-24hr storm will be 180 cfs. This
peak runoff was used to size the western conveyance channel and emergency spillway.
The preliminary channel sizing of 12ft wide, 1.5ft deep with 4:1 sideslopes and a 1%
slope is adequate convey the runoff The channel will also have a berm located west of
the channel to prevent any overtopping. Preliminary calculations are provided in the
appendix.
Estimated run-on flows from the adjacent up gradient area to the east are approximately 7
cfs for the 25yr-24hr storm event, and 15 cfs for the 100yr-24hr storm event as estimated
by NRCS EFH 2 shown in appendix. Diversion of this water will likely be performed by
site grading and elevating the work pad higher than the adjacent grade. Final diversions
will be designed to adequately divert the 25yr-24hr storm event.
Conclusions
This preliminary drainage design for Heartland Renewable Energy has been developed in
accordance with 6 CCR 1007-2 Section 14. The plan meets or exceeds all standards and
expectations set forth by Weld County for this type of facility. This system is designed
as a zero discharge system with a 25yr-24hr design storm. Generalizations regarding the
percentage of impervious area were made with the most conservative numbers used for
the planning stages. Upon construction approval by Weld County Public Health and
Environment, and Colorado Department of Public Health and Environment, final design
• and construction drawings will be developed. All calculations and designs will be
developed using industry standard methods, practices and software.
•
2/15/2010 Preliminary Drainage Report Page 6 of 7
Heartland Renewable Energy
• Appendices
• NRCS Soil Report for proposed site
• Well Map
• Permitted water wells within± 1 mile of proposed site
• FIRM Flood Map
• Preliminary Peak Runoff Calculations
• Rectangular Waste Storage Pond Design Computations
• Preliminary Emergency Spillway Dimensions
• Preliminary West Channel Sizing
• Preliminary Geotechnical Report
• LTE Boring log, Monitoring well completion diagrams
• Potential Run-On determination
• Proposed Drainage Layout
•
•
2/15/2010 Preliminary Drainage Report Page 7 of 7
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HEARTLAND RENEWABLE ENERGY 4/8/2009
C(131PI FTF I AND F RFS!)I�RCF SOT Ill o ADJACENT WELLS
1 OF 1
• Heartland Renewable Energy
Permitted Water Wells within±1 mile of proposed site
RECEIPT 9058546 9062270 9063577 9063695 9064295 9064635 9064799
PERMITNO 655 15776 31609 33583 42959 49452 55245
PERMITSUF R F
PERMITRPL
STAT DATE 3/22/1972
Change in
ownership
accepted and
STAT CODE updated.
ACT DATE 3/22/1972
Well permit
ACT DESC issued.
USE1 IRRIGATION IRRIGATION DOMESTIC DOMESTIC STOCK DOMESTIC DOMESTIC
USE2
USES
ISSUEDDATE 10/1/1959 10/20/1971 4/4/1972
FIRSTUSE 5/6/1955 7/1/1955 7/26/1967 5/6/1968 9/9/1970 11/20/1971 4/20/1972
ALL UNNAMED ALL UNNAMED ALL UNNAMED ALL UNNAMED LARAMIE FOX LARAMIE FOX ALL UNNAMED
AQUIFERI AQUIFERS AQUIFERS AQUIFERS AQUIFERS HILLS HILLS AQUIFERS
AQUIFER2
WELL YIELD 1000 1000 15 20 50 15 15
WELL DEPTH 52 72 327 304 310 300 240
WELL LEVEL 15 9 75 142 200 175 138
• WALTERS
HOLDERNESS WEIXELMAN BURKE RICHARD& JOHNSON
NAME A E DONALD B DUPPER RAY SHELBY KATHY VERN BURKE LLOYD
1572
ADDRESS RT 1 BOX 49 RT 4 BOX 410 RT 1 BOX 99A RT 1 BOX 135 18850 WOR 49 RT 1 BRIGHTON DR
ADDRESS2
CITY LASALLE FT COLLINS LA SALLE LA SALLE LA SALLE KERSEY BRIGHTON
STATE CO CO CO CO CO CO CO
ZIP 80643 80524 80645 80645 80645 80644 80601
SUBDIVNAME
LOT 178
BLOCK
FILING 221
DIVISION 1 1 1 1 1 1 1
WD 2 2 2 2 1 1 2
COUNTY WELD WELD WELD WELD WELD WELD WELD
DES BASIN
MGMT_DIST
PM S S S S S S S
RNG 65 65 65 65 64 64 65
RNGA
RDIR W W W W W W W
TS 4 4 4 4 4 4 4
TSA
TDIR N N N N N N N
SEC 26 26 24 24 31 30 24
SECA
Q160 NE NE SW SE NW SW SE
Q40 SW SW SW SE NW SW SE
Q10
COORDNS 0 0 0 0 0 0 0
COORDNSDIR
COORDEW 0 0 0 0 0 0 0
COORDEWDIR
• ACCURACY QUARTERED QUARTERED QUARTERED QUARTERED QUARTERED QUARTERED QUARTERED
• Heartland Renewable Energy
Permitted Water Wells within±1 mile of proposed site
RECEIPT 9064820 208669 211222 0303529A 03035298 401718 0405997A
PERMITNO 55874 117748 118253 155470 155470 197143 198408
PERMITSUF
PERMITRPL A
STAT DATE 3/24/1972 9/29/1980 1/12/1981 8/23/1989 8/3/1989 6/5/1996 9/6/1996
Exempt wells
where no
statement of use
is required Resubmitted Resubmitted Resubmitted Resubmitted
STAT CODE (obsolete). date. date. date. date.
ACT DATE 3/24/1972 9/29/1980 1/12/1981 8/23/1989 8/3/1989 6/5/1996 9/6/1996
Well permit Well permit Well permit Well permit Well permit Well permit Well permit
ACT DESC issued. issued. issued. issued. issued. issued. issued.
USE1 DOMESTIC DOMESTIC DOMESTIC DOMESTIC DOMESTIC DOMESTIC DOMESTIC
USE2 STOCK STOCK
ISSUED
UNDER
PRESUMPTION
USES 3b-IIA
ISSUEDDATE 4/6/1972 12/29/1980 2/10/1981 9/28/1989 9/28/1989 8/7/1996 9/25/1996
FIRSTUSE 4/24/1972 10/31/1937 2/19/1958
ALL UNNAMED ALL UNNAMED ALL UNNAMED ALL UNNAMED ALL UNNAMED LARAMIE FOX ALL UNNAMED
AQUIFERI AQUIFERS AQUIFERS AQUIFERS AQUIFERS AQUIFERS HILLS AQUIFERS
AQUIFER2
WELL YIELD 15 0 0 0 15 15 15
WELL DEPTH 244 0 0 0 180 280 200
WELL LEVEL 141 0 0 0 65 138 0
• SHELTON SHELTON
MARTIN JOHN WHEELER LAND& LAND& THROCKMORT
NAME R FARM TROXEL M CATTLE CATTLE ON JERRY FLIPPEN STAN
11767 QUAIL
ADDRESS 20171 WCR 49 23043 WCR 42 23043 WCR 42 RD 19108 WCR 47
ADDRESS2
CITY LASALLE GREELEY GREELEY LA SALLE LA SALLE LONGMONT LASALLE
STATE CO CO CO CO CO CO CO
ZIP 80645 80631 80632 80645 80645 80501 80645
SUBDIVNAME
LOT
BLOCK
FILING
DIVISION 1 1 1 1 1 1 1
WD 2 2 2 1 1 2 2
COUNTY WELD WELD WELD WELD WELD WELD WELD
DES BASIN
MGMT DIST
PM S S S S S S S
RNG 65 64 64 65 65 64 65
RNGA
RDIR W W W W W W W
TS 4 4 4 4 4 4 4
TSA
TDIR N N N N N N N
SEC 24 30 30 26 26 31 25
SECA
O160 SE SW SE NE NE SW SW
Q40 SE NW SW NE NE NW SW
Q10
COORDNS 0 0 0 46 76 2340 620
COORDNSDIR N N S S
COORDEW 0 0 0 48 48 300 320
COORDEWDIR E E W W
DIST SECT DIST SECT DIST SECT DIST SECT
• ACCURACY QUARTERED QUARTERED QUARTERED LINES LINES LINES LINES
• Heartland Renewable Energy
Permitted Water Wells within±1 mile of proposed site
RECEIPT 0405997B 29125 407931 412174 443559 482751 505492
PERMITNO 198408 96439 200040 201924 217261 252172 249110
PERMITSUF VE
PERMITRPL A
STAT DATE 9/6/1996 9/6/1996 10/22/1996 2/24/1997 4/1/1999 10/1/2001 2/10/2003
Change in
ownership
Resubmitted Resubmitted Resubmitted accepted and
STAT CODE date date. date. updated.
ACT DATE 9/6/1996 9/6/1996 10/22/1996 2/24/1997 4/1/1999 10/1/2001 2/10/2003
Verbal approval
granted to well
Well permit construction Well pen-nit Well permit Well permit Well permit Well permit
ACT_DESC issued. contractor. issued. issued. issued. issued. issued.
USEI DOMESTIC DOMESTIC DOMESTIC DOMESTIC DOMESTIC DOMESTIC DOMESTIC
USE2 STOCK STOCK IRRIGATION
ISSUED ISSUED ISSUED
UNDER UNDER UNDER
PRESUMPTION PRESUMPTION PRESUMPTION
USES 3b-IIA 3b-IIA 3b-IIA
ISSUEDDATE 9/25/1996 9/6/1996 12/9/1996 3/31/1997 5/4/1999 8/5/2003 4/1/2003
FIRSTUSE
ALL UNNAMED ALL UNNAMED LARAMIE FOX LARAMIE FOX LARAMIE FOX LARAMIE FOX LARAMIE FOX
AQUIFERI AQUIFERS AQUIFERS HILLS HILLS HILLS HILLS HILLS
AQUIFER2
WELL_YIELD 10 0 10 15 12 14 15
WELL_DEPTH 220 0 360 220 300 210 252
WELL LEVEL 65 0 140 70 200 120 165
LOEFFLER
• SKYLAR MILLER PEPPLER
PRECIADO SCOTT 8 MATTHEW J 8 FLIPPIN HAROLD
NAME FLIPPEN STAN FLIPPEN STAN PATRICIA L LARRY D HEATHER A STANLEY D FAMILY TRUST
1351 S 2036 1ST AVE
ADDRESS 19108 WCR 47 17108 WCR 47 LINCOLN ST 22511 WCR 40 #297A 19108 CR 47 17043 WCR 394
ADDRESS2
CITY LASALLE LASALLE LONGMONT LASALLE GREELEY LA SALLE LASALLE
STATE CO CO CO CO CO CO CO
ZIP 80645 80645 80501 80645 80631 80645- 80645-
SUBDIVNAME
LOT
BLOCK
FILING
DIVISION 1 1 1 1 1 1 1
WD 2 2 1 2 1 2 1
COUNTY WELD WELD WELD WELD WELD WELD WELD
DES BASIN
MGMT_DIST
PM S S S S S S S
RNG 65 65 64 65 64 65 64
RNGA
RDIR W W W W W W W
TS 4 4 4 4 4 4 4
TSA
TDIR N N N N N N N
SEC 25 25 31 26 31 25 19
SECA
0160 SW SW NE SE NW SW SW
040 SW SW NW SE NE SE SW
Q10
COORDNS 580 580 961 300 160 300 500
COORDNSDIR S S N S N S S
COORDEW 320 320 2230 528 2480 1610 500
COORDEWDIR W W E E W W W
DIST SECT DIST SECT DIST SECT DIST SECT DIST SECT DIST SECT DIST SECT
0 ACCURACY LINES LINES LINES LINES LINES LINES LINES
• Heartland Renewable Energy
Permitted Water Wells within±1 mile of proposed site
RECEIPT 513212 513213
PERMITNO 252115 252116
PERMITSUF
PERMITRPL
STAT_DATE 7/23/2003 7123/2003
Change in
ownership
accepted and
STAT_CODE updated.
ACT DATE 7/23/2003 7/23/2003
Well permit Well permit
ACT_DESC issued. issued
USE1 DOMESTIC DOMESTIC
USE2
ISSUED
UNDER
PRESUMPTION
USES 35-I IA
ISSUEDDATE 7/31;2003 7/31/2003
FIRSTUSE
LARAMIE FOX LARAMIE FOX
AQUIFER1 HILLS HILLS
AQUIFER2
WELL_YIELD 15 12
WELL_DEPTH 420 300
WELL LEVEL 120 182
• HOYLAND
KENNETH W&
NAME WELCH JAMES KATHY L
ADDRESS 701 7TH ST P O BOX 462
ADDRESS2
CITY KERSEY LASALLE
STATE CO CO
ZIP 80644- 80645-
SUSDIVNAME
LOT
BLOCK
FILING
DIVISION 1 1
WD 2 1
COUNTY WELD WELD
DES-BASIN
MGMT DIST
PM S S
RNG 64 64
RNGA
RDIR W W
TS 4 4
TSA
TDIR N N
SEC 31 31
SECA
Q160 NW NW
O40 SE SW
Q10
COORDNS 1720 2340
COORDNSDfR N N
COORDEW 1500 600
COORDEWDIR W W
DIST SECT DIST SECT
ACCURACY LINES LINES
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EFH-2 ESTIMATING RUNOFF AND PEAK DISCHARGE Version 1.1.0
SClient: Heartland Renewable Energy
County: Weld State: CO
Practice: Potential Run-on
Calculated By: TEH Date: 3/17/2009
Checked By: Date:
Drainage Area: 106 Acres (user entered value)
Curve Number: 55 (provided from RCN Calculator)
Watershed Length: 3360 Feet
Watershed Slope: 3 Percent
Time of Concentration: 1.58 Hours (calculated value)
Rainfall Type: II
Storm Number 1 2 3 4 5 6 7
Frequency (yrs) 1 2 5 10 25 50 100
24-Hr rainfall (in) .00 1.70 2.20 2.60 3.40 3.60 4.00
• la/P Ratio 0.00 0.96 0.74 0.63 0.48 0.45 0.41
Used 0.00 0.96 0.74 0.63 0.48 0.45 0.41
Runoff (in) 0.00 0.04 0.10 0.31 0.38 0.53
(ac-ft) 0.00 0.00 0.35 0.88 2.74 3.36 4.68
Unit Peak Discharge 0.000 0.378 0.292 0.247 0.211 0.232 0.266
(cfs/acre/in)
Peak Discharge (cfs) 1 3 7 9 15
i
Page 1 of 2
EFH-2 ESTIMATING RUNOFF AND PEAK DISCHARGE Version 1.1.0
Curve number Computation
Client: Heartland Renewable Energy
County: Weld State: CO
Practice: Potential Run-on
Calculated By: TEH Date: 3/17/2009
Checked By: Date:
Percent (CN)
COVER DESCRIPTION Hydrologic Soil Group
A B C D
OTHER AGRICULTURAL LANDS
Pasture, grassland or range fair 70(49) 30(69) - -
Total Area (by Hydrologic Soil Group) 70 30
TOTAL DRAINAGE AREA: 100 Percent WEIGHTED CURVE NUMBER: 55
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Page 2 of 2
EFH-2 ESTIMATING RUNOFF AND PEAK DISCHARGE Version 1.1.0
• Client: Heartland Renewable Energy
County: Weld State: CO
Practice: Preliminary Peak Runoff
Calculated By: TEH Date: 8/3/2009
Checked By: Date:
Drainage Area: 76 Acres (user entered value)
Curve Number: 87 (user entered value)
Watershed Length: 1570 Feet
Watershed Slope: 2 Percent
Time of Concentration: 0.42 Hours (calculated value)
Rainfall Type: II
Storm Number 1 2 3 4 5 6 7
Frequency (yrs) 1 2 5 10 25 50 100
24-Hr rainfall (in) .00 1.70 2.20 2.60 3.40 3.60 4.00
la/P Ratio 0.00 0.18 0.14 0.11 0.09 0.08 0.07
•
Used 0.00 0.18 0.14 0.11 0.10 0.10 0.10
Runoff (in) 0.68 1.06 1.40 2.09 2.27 2.64
(ac-ft) 0.00 4.31 6.71 8.87 13.24 14.38 16.72
Unit Peak Discharge 0.000 0.842 0.872 0.888 0.899 0.899 0.899
(cfs/acre/in)
Peak Discharge (cfs) 43 71 94 143 155 180
•
Page 1 of 2
EFH-2 ESTIMATING RUNOFF AND PEAK DISCHARGE Version 1.1.0
Curve number Computation
• Client: Heartland Renewable Energy
County: Weld State: CO
Practice: Preliminary Peak Runoff
Calculated By: TEH Date: 8/3/2009
Checked By: Date:
Acres (CN)
COVER DESCRIPTION Hydrologic Soil Group
A B C D
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Impervious Areas
Paved parking lots, roofs, driveways 29(98) - -
DEVELOPING URBAN AREA(No Vegetation)
Newly graded area (pervious only) 30(77) 17(86) -
• Total Area (by Hydrologic Soil Group) 59 17
TOTAL DRAINAGE AREA: 76 Acres WEIGHTED CURVE NUMBER: 87
•
Page 2 of 2
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Natural Resources Conservation Service
United States [Department' of Agriculture
• Trapezoidal Channel Section
Participant: Heartland Renewable Energy
Location: Weld County
County: County, Colorado
Designer: TEH Checker:
Date: 08/03/2009 Date:
Hydraulics Formula, Version 2.2.1
West Channel, at inlet to SB
Slope: 0.01 ft/ft Hydraulic Radius: 1.11
'n' value: .0225 Area: 27.00 sq ft
Velocity: 7.07 ft/sec
Capacity: 190.92 cfs
Sideslope: 4:1
Bottom Width: 12 ft
Depth of Flow: 1.5 ft.
Width @ surface 24 ft
•
•
Natural Resources Conservation Service
United States [Department of.Agriculture
Weir Flow Formula Solution
Participant: Heartland Renewable Energy
Location: Weld County
County: County, Colorado
Designer: TEH Checker:
Date: 08/03/2009 Date:
Hydraulics Formula, Version 2.2.1
Preliminary Emergency Spillway
Weir Coefficient(C): 3.367
Length of Weir: 30 in.
Head on Weir: 1.5 ft.
Weir Capacity: 185.57 cfs
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