HomeMy WebLinkAbout4-203.E Grading_DrainageArticle 4-203.E
Grading and Drainage Plan
Encana Oil & Gas (USA) Inc
K19NE Storage Facility
(Laydown Yard)
OA Project No. 014-2797
FINAL DRAINAGE REPORT
FINAL DRAINAGE REPORT
ENCANA OIL AND GAS - K19NE STORAGE YARD
GARFIELD COUNTY, COLORADO
PREPARED FOR:
ENCANA OIL AND GAS
143 DIAMOND AVENUE
PARACHUTE, CO 81635
PH: (970) 285-2600
CONTACT: JASON ECKMAN
PREPARED BY:
OLSSON ASSOCIATES
760 HORIZON DRIVE, SUITE 102
GRAND JUNCTION, CO 81506
PH: (970) 263-7800
CONTACT: LORNE C. PRESCOTT
WYATT E. POPP, PE, LEED AP
JANUARY 16, 2015
OLSSON ASSOCIATES
PROJECT No. 014-2797
FINAL DRAINAGE REPORT
THIS PAGE LEFT BLANK FOR TWO-SIDED DUPLICATION.
FINAL DRAINAGE REPORT
ENGINEER'S STATEMENT
I hereby certify that this Final Drainage Report for the design of Encana Oil and Gas, K19NE
Storage Yard was prepared by me, or under my direct supervision, in accordance with sound
engineering practices for the owners thereof. I understand that Garfield County does not and will
not assume liability for drainage facilities designed by others.
Wyatt E. Popp, PE
Registered Professional Engin
State of Colorado No. 38514
OWNER'S STATEMENT
1ia3,I,C
Date
I, , hereby certify that the drainage facilities for Encana Oil and
Gas, K19NE Storage Yard shall be constructed according to the design presented in this report.
I understand that Garfield County does not and will not assume liability for the drainage facilities
designed and/or certified by my engineer. I understand that Garfield County reviews drainage
plans but cannot, on behalf of Encana Oil and Gas, K19NE Storage Yard, guarantee that final
drainage design review will absolve and/or their successors and/or
assigns of future liability for improper design. I further understand that approval of the Final Plat
and/or Final Development Plan does not imply approval of my engineer's drainage design.
Owner/Developer
Authorized Signature Date
Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
FINAL DRAINAGE REPORT
THIS PAGE LEFT BLANK FOR TWO-SIDED DUPLICATION.
Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
FINAL DRAINAGE REPORT
TABLE OF CONTENTS
I. INTRODUCTION 1
A. Background 1
B. Project Location 1
C. Property Description 1
D. Previous Investigations 1
II. DRAINAGE SYSTEM DESCRIPTION 1
A. Existing Drainage Conditions 1
B. Master Drainage Plan 2
C. Offsite Tributary Area 2
D. Proposed Drainage System Description 2
E. Drainage Facility Maintenance 3
III. DRAINAGE ANALYSIS AND DESIGN CRITERIA 3
A. Regulations 3
B. Development Criteria 3
C. Hydrologic Criteria 3
D. Hydraulic Criteria 4
E. Variance from Criteria 4
IV. POST -CONSTRUCTION STORMWATER MANAGEMENT 4
A. Stormwater Quality Control Measures 4
B. Calculations 4
V. CONCLUSIONS 4
A. Compliance with Manual 4
B. Compliance with Colorado Oil and Gas Conservation Commission Criteria 4
C. Design Effectiveness 5
D. Areas in Flood Hazard Zone 5
E. Variance from Manual 5
VI. REFERENCES 5
APPENDIX A: MAPS AND EXHIBITS
APPENDIX B: HYDROLOGIC CALCULATIONS
APPENDIX C: HYDRAULIC CALCULATIONS
Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
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FINAL DRAINAGE REPORT
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Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
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FINAL DRAINAGE REPORT
I. INTRODUCTION
A. Background
This Final Drainage Report has been prepared for Encana Oil and Gas, K19NE Storage Yard
(the SITE) by Olsson Associates. This report evaluates the SITE's drainage patterns,
analyzes the change in stormwater quantity/quality associated with existing development, and
provides design to alleviate the impacts of stormwater runoff due to the proposed use.
B. Project Location
The SITE is located in Lot 3 and the NW1/4 of the SE1/4 of Section 19, Township 6 South,
Range 92 West of the Sixth Principal Meridian, County of Garfield, State of Colorado. Refer
to Appendix A for the General Project Map.
The SITE is approximately 4.3 miles southeast of the City of Rifle, Colorado. The SITE is
located on County Road 333 approximately 0.8 miles south of Airport Road.
C. Property Description
The SITE consists of a modification to a previously developed well pad of approximately 1.73
acres. Prior to the initial development, the SITE was covered by native vegetation, and sheet -
flowed from south to north. The existing site pad is a gravel surface.
According to the NRCS Web Soil Survey, soils in the area of the SITE consist of Potts loam
on 3 to 6% slopes, which is classified as hydrologic group Type C. A soil map and description
of NRCS soil groups from NRCS is included within Appendix A.
D. Previous Investigations
To the best of our knowledge, no previous drainage investigations have been conducted in
regards to this site
II. DRAINAGE SYSTEM DESCRIPTION
A. Existing Drainage Conditions
The SITE drains to an unnamed tributary to the northeast which eventually empties into
Mamm Creek to the north. Refer to the General Location Map in Appendix A for the SITE
location relative to major tributary drainage ways.
The SITE generally slopes from south to north at approximately 3%. The SITE generally
drains via overland flow to an unnamed tributary mentioned above. Refer to the Drainage
Plan Exhibit in Appendix B for the SITE's historic drainage conditions. The Rational Method
for determining runoff has been applied resulting in site peak flow rates listed in Table 1, and
calculations of each flow rate are presented in Appendix B — Hydrologic Calculations.
Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
1
FINAL DRAINAGE REPORT
Table 1: Site Peak Runoff
Drainage Basin
Area
(Ac)
10 -YR
Peak Flow
(cfs)
100 -YR
Peak Flow
(cfs)
OS -1 — Offsite Run -On
1.52
0.70
2.35
OS -2 — Offsite Run -On
2.99
0.97
3.28
A - SITE Storage Yard
1.73
0.66
1.60
B. Master Drainage Plan
To our knowledge, no master drainage studies have analyzed the SITE.
C. Offsite Tributary Area
The SITE will not be adversely affected by stormwater from adjacent land. The offsite run-on
will be diverted around the site by existing grass lined drainage swales. For the purposes of
this study, all adjacent land was assumed to remain undeveloped in the foreseeable future.
During construction, runoff from the SITE storage yard should be treated prior to leaving the
SITE using methods described in Vol. 3 of the Urban Drainage and Flood Control District's
Urban Storm Drainage Criteria Manual, including use of straw bales and/or other methods to
provide temporary water quality.
D. Proposed Drainage System Description
The site consists of three drainage basins, Basin A, Basin OS -1, and Basin OS -2. Refer to
the Drainage Plan Exhibit in Appendix B.
Drainage Basin A comprises 1.73 acres of an existing pad and drains via sheet flow and pad
perimeter swales into a detention basin located in the northwest corner of the pad. The pad
as it exists does not provide enough slope to drain into the proposed detention basin. The
proposed changes to the pad will not change the dimensions of the existing pad but will only
modify the grades to provide positive drainage to the detention basin. The grades within the
secondary containment of the existing tanks on the pad will not be modified.
Drainage Basin OS -1 consists of 1.52 acres of undeveloped area on the south side of the
existing pad. This basin drains via sheet flow towards the pad and will be conveyed around
the pad using an existing swale and discharged to the east of the pad towards an existing
natural drainage way. The swales that are currently in place will be sufficient to intercept the
offsite flow anticipated.
Drainage Basin OS -2 consists of 2.99 acres of undeveloped area on the west side of the
existing pad. This basin drains via sheet flow and a natural drainage way parallel to the pad
and will be conveyed around the detention basin by a swale formed by the detention basin
itself. The swale will discharge to the north of the detention basin into the existing road ditch.
The existing road ditch will need to be modified slightly to convey the offsite runoff to convey
any emergency overflow from the detention basin released through the proposed weir.
Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
2
FINAL DRAINAGE REPORT
The proposed detention basin will replace an existing basin that is undersized for the drainage
requirements. The proposed detention basin will be an ellipse 57 feet long and 41 wide with
3:1 slopes and a depth of 4.5'. The proposed detention basin outlet will replace an existing
culvert under the existing access road with a new culvert graded for appropriate outflow into
an existing natural drainage way. The release rates from the proposed detention basin are
calculated based on common engineering practices and are detailed below.
Mesa County Storm Water Management Manual
Table 1402 - Allowable Release Rates for Detention Ponds (cfs/acre
CONTROL
FREQUENCY
SOIL GROUP
A
B
C/D
10 -year
0.05
0.09
0.12
100 -year
0.25
0.43
0.50
For soil group C, the allowable release rate for the 10 -year event in Basin A is 0.12 cfs/acre x
1.73 acres = 0.21 cfs and the allowable release rate for the 100 -year event in Basin A is 0.50
cfs/acre x 1.73 acres = 0.87 cfs. These release rates are reflected in the Hydraulics
Calculations in Appendix C.
Refer to Appendix B for Hydrologic Calculations and Appendix C for Hydraulic Calculations.
E. Drainage Facility Maintenance
The owner shall be responsible for maintaining all on-site drainage facilities. A minor amount
of continuous maintenance will be necessary to keep vegetation established and stormwater
structures working at their original designed capacity. The detention pond bottom should be
scraped and regraded at least once every 1-3 years to remove sediment build-up. The
detention pond and outlet structure should be examined after any significant rainfall event to
ensure proper functionality.
III. DRAINAGE ANALYSIS AND DESIGN CRITERIA
A. Regulations
This report has been prepared in accordance with common engineering practices, Mesa
County's Storm Water Management Manual, the Urban Drainage and Flood Control District's
Urban Storm Drainage Criteria Manual, and Garfield County Standards.
B. Development Criteria
There are no known constraints placed on the SITE due to floodplain studies, master studies
or adjacent property drainage studies. Flows from upstream land will be diverted around the
SITE.
C. Hydrologic Criteria
Hydrologic calculations have been prepared in accordance with common engineering
practices and criteria set forth in Mesa County's Storm Water Management Manual and Urban
Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
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FINAL DRAINAGE REPORT
Drainage and Flood Control District's Urban Storm Drainage Criteria Manual. Rainfall
intensities used are sourced from the NOAA Atlas 14, Volume 8, Version 2. Refer to Appendix
B for all hydrologic calculations.
D. Hydraulic Criteria
Hydraulic calculations have been prepared in accordance with criteria set forth in Mesa
County's Storm Water Management Manual, the Urban Drainage and Flood Control District's
Urban Storm Drainage Criteria Manual, and Garfield County Land Use and Development
Code, Article 7, Section 204. Refer to Appendix C for all hydraulic calculations.
E. Variance from Criteria
No variances from criteria set forth in the above noted regulations are requested at this time.
IV. POST -CONSTRUCTION STORMWATER MANAGEMENT
A. Stormwater Quality Control Measures
The existing grass lined drainage swale will provide a means for offsite run-on stormwater to
be routed around the SITE during all post -construction storm events. The proposed detention
pond will temporarily detain and slowly release the runoff from a 100 -year precipitation event
from the SITE storage yard area to allow sediment to settle to the bottom of the pond, therefore
providing stormwater quality for the SITE.
B. Calculations
All Hydrologic Calculations can be found in Appendix B.
All Hydraulic Calculations can be found in Appendix C.
V. CONCLUSIONS
A. Compliance with Manual
This report has been prepared in accordance with common engineering practices and the
criteria set forth in Mesa County's Storm Water Management Manual and the Urban Drainage
and Flood Control District's Urban Storm Drainage Criteria Manual, and Garfield County Land
Use and Development Code, Article 7, Section 204.
B. Compliance with Colorado Oil and Gas Conservation Commission Criteria
100 -Year Run-on Diversions
Along the south and west sides of the SITE, existing swales will convey the run-on flow. The
swale on the south side will discharge into an existing natural drainage way. The swale on
the west side will be routed around the detention basin and discharged into the existing road
ditch.
Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
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FINAL DRAINAGE REPORT
25 -Year Runoff Control
Runoff from the site will be captured in a detention pond at the northwest corner of the SITE
which was designed to capture the 100 year runoff for the SITE.
C. Design Effectiveness
Proper implementation of the proposed measures outlined in this report will alleviate the direct
impacts of stormwater runoff on adjacent, downstream lands. The quantity of stormwater
released from the SITE will not exceed the current conditions.
A registered licensed engineer in the state of Colorado has been consulted for the preparation
of construction plans related to the recommendations outlined within this report.
D. Areas in Flood Hazard Zone
The SITE is within FEMA Panel 0802051360B, which has not been printed. Based on the
relative elevation above the nearest major river (approximately 200 feet), the flood risk has
been determined to be minimal. Refer to Appendix A for the FEMA map information.
E. Variance from Manual
No variances from the criteria set forth in the references listed below are requested at this
time.
VI. REFERENCES
1) Stormwater Management Manual, City of Grand Junction and Mesa County
2) Urban Drainage and Flood Control District Urban Storm Drainage and Criteria Manual,
Vols. 1-3
3) Garfield County Land Use and Development Code, Article 7, Section 204
4) NRCE Web Soil Survey -
http://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx
5) FEMA Flood Map Service Center - https://msc.fema.gov/portal
Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
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FINAL DRAINAGE REPORT
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Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
6
FINAL DRAINAGE REPORT
APPENDIX A: MAPS AND EXHIBITS
Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
FINAL DRAINAGE REPORT
THIS PAGE LEFT BLANK FOR TWO-SIDED DUPLICATION.
Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
•
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DISCLAIMER This Geographic Information System (GIS) and its
components are designed as a source of reference for answering
inquiries, for planning and for modeling. GIS is not intended, nor does it
replace legal description information in the chain of title and other
information contained in official government records such as the County
Clerk and Recorders office or the courts. In addition, the representations
of locations in this GIS cannot be substituted for actual legal surveys.
N
A
Project Number: 014-279
Drawn By: ABL
Revision Date: 1/14/2015
General Location Map
Encana Oil and Gas
K19NE Storage Facility
Garfield County, CO
Lot 3, Sec 19, T6S, R92W, 6th PM
760 Horizon Drive, Suite 344',OLSSOI J ®Grand unct263.7 0015062
ASSOCIATES F:970.263.7456
Figure
1
39° 30' 41" N
CO
CO
39° 30' 21" N
266850
Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties
(Encana K19NE)
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Map Scale: 1:3,100 if printed on A portrait (8.5" x 11") sheet.
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Conservation Service Natinnal Cnnnerative Snil Siirvav Pane 1 of 4
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Natural Resources
Conservation Service
Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties
Encana K19NE
Hydrologic Soil Group
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
t.si-o, Natural Resources Web Soil Survey
owl Conservation Service National Cooperative Soil Survey
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12/17/2014
Page 3 of 4
Hydrologic Soil Group— Summary by Map Unit — Rifle Area, Colorado, Parts of Garfield and Mesa Counties (C0683)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
55
Potts loam, 3 to 6 percent
slopes
C
35.5
69.3%
58
Potts-Ildefonso complex,
12 to 25 percent
slopes
C
2.1
4.1 %
67
Torriorthents-Rock
outcrop complex,
steep
D
13.6
26.6%
Totals for Area of Interest
51.2
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
t.si-o, Natural Resources Web Soil Survey
owl Conservation Service National Cooperative Soil Survey
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12/17/2014
Page 3 of 4
Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties Encana K19NE
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
t.sm Natural Resources Web Soil Survey
owl Conservation Service National Cooperative Soil Survey
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12/17/2014
Page 4 of 4
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title block. For the latest product information about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov
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7
7
2
5
2
7 2
7
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5
2
SCALE IN FEET
mmmmmm DRAINAGE BOUNDARY
—5670— PROPOSED MAJOR CONTOUR
5666 PROPOSED MAJOR CONTOUR
- - 5670- - PROPOSED MAJOR CONTOUR
PROPOSED MAJOR CONTOUR
PROPOSED DRAINAGE
FLOW DIRECTION
BASIN DESIGNATION
10 -YR RUNOFF COEFF.
100 -YR RUNOFF COEFF
BASIN AREA IN AC. +
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1/41
(/) o
tf) tttn'
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0
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0 CO
CD CO
0
Lo
CV 0
NOTE
THIS DOCUMENT HAS BEEN
RELEASED BY OLSSON
ASSOCIATES ONLY FOR REVIEW
BY REGULATORY AGENCIES AND
OTHER PROFESSIONALS, AND IS
SUBJECT TO CHANGE. THIS
DOCUMENT IS NOT TO BE USED
FOR CONSTRUCTION.
OLSSON ASSOCIATES ASSUMES
NO RESPONSIBILITY FOR
EXISTING UTILITY LOCATIONS
(HORIZONTAL OR VERTICAL). THE
EXISTING UTILITIES SHOWN ON
THIS DRAWING HAVE BEEN
PLOTTED FROM THE BEST
AVAILABLE INFORMATION. IT IS
HOWEVER THE RESPONSIBILITY
OF THE CONTRACTOR TO FIELD
VERIFY THE LOCATION OF ALL
UTILITIES PRIOR TO THE
COMMENCEMENT OF ANY
CONSTRUCTION ACTIVITIES.
Know what's below.
Call before you dig.
CALL 811 SEVENTY-TWO HOURS
PRIOR TO DIGGING, GRADING OR
EXCAVATING FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES
REVISIONS DESCRIPTION
0
REVISIONS
ENCANA K19NE STORAGE YARD
LOT 3, SECTION 19, T6S, R92W, 6TH P.M.
DRAINAGE PLAN SHEET
ENCANA K19NE STORAGE YARD
GARFIELD COUNTY, COLORADO
drawn by:
checked by:
approved by:
QA/QC by:
project no.:
drawing no.:
date:
ABL
WEP
WEP
WEP
014-2797
01-16-2015
SHEET
A
0
N
0
0
w0_
(n o
X
O-)
N
-0 I
• d -
Z O
121CC
0
CS)0
N
O h
N
(n I
0
0
Oo
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X
0
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0)
0-)
CN
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LIZ
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121 0 0
// /` \\ \ 7
/////7/H7y 7
/
/////// / <7----:__________-- —� AH A
(/ // /.
/1 7
7
///// //// Z� \ 7 7\ 7 \ \
/H - H
///////// I V 7 \ — —
\ v
VI/ // //// \ A//v,/////\ \H
A
'///' // 71 \
/ V A
/\ \
7
7
7
7
REMOVE EXISTING CULVERT
TYPE VL RIPRAP RUNDOWN
5' BEYOND TOE OF SLOPE
7
v
1 /
\ 1 /
\ I //
\ I/
/ N
\ MATCH PROPOSED 12" CMP CULVERT
89 L.F. @ -1.1%
INVERT OUT EL = 5665.00 7 7
7
3' WIDE OVERFLOW, 7
CREST EL=5670.00 7
SEE DETAILS, THIS SHEET
OUTLET STRUCTURE
SEE DETAILS, THIS SHEET
BOTTOM OF DETENTION POND
30'X14' EL=5666.00
1' WIDE TOP OF
POND EL=5670.50
7
TYPE VL RIPRAP
5'x5' PAD \ 7 7
7
7
7
.- / 7
7
7
7
--
ADDITIONAL FILL REQUIRED _
FOR PIPE COVER
MATCH
PROPOSED BERM TO KEEP
SITE STORMWATER ON PAD
7
7
7
7
7
C
7
7
/
/
/
/
/
/
X
7
7
7
7
7
7
7
/
7
i
/EXISTING
EQUIPMENT 1
/
7
EXISTING PIPE LINE
EXISTING
RIGHT -OR -WAY
I
7
7
7
7
7
7
7
7
7
7
7
7 \
\
X
0' 15' 30'
SCALE IN FEET
60'
/\V4zTh 7*'
100YR WSEL, f /,c• \ :- /
/�� \J /EXISTING
\/
0.34' - GRADE
i
7
FINISHED
GRADE A
SECTIO\ A—A
NOT TO SCALE
7
II
II
7
7
7
7
FINISHED
GRADE
i
i
EXISTING
GRADE
'j J �J
100YR WSEL- -
0.23'J
SECTIO\ S-
NOT TO SCALE
3
1'
41'
7
7
EL=5670.5
111'
0.39'
100YR WSEL
A
100YR WSEL
FINISHED
GRADE
EXISTING
GRADE
14'
EL=5669.5
EL=5668.5
EL=5666.0
SECTIO\ C—C
NOT TO SCALE
3'
FINISHED
GRADE
J
EXISTING
GRADE
NOT TO SCALE
TOP OF POND
EL=5670.50
WEIR CREST
EL=5670.00
TYPE VL RIPRAP
5'x5' PAD
3.12 r-
cy
NOT TO SCALE
GRADING LEGEND
EXISTING
PROPERTY LINE
MAJOR CONTOURS
MINOR CONTOURS
BREAKLINE
FENCE
SPOT ELEVATIONS
WATER SURFACE ELEVATION
EXCAVATION QUANTITIES
SITE QUANTITIES
CUT: 935 CY
FILL: 565 CY
NET: 370 CY (CUT)
PROPOSED
5670
5666
THE ABOVE ESTIMATES OF EARTHWORK QUANTITIES ARE
NET QUANTITIES ONLY FOR THE PURPOSES OF
PERMITTING AND ARE NOT TO BE USED FOR PAY
QUANTITIES. THE EARTHWORK CONTRACTOR SHALL
DETERMINE HIS OWN QUANTITIES FOR BIDDING PURPOSES.
x—ELEV
WSEL
41'' THICK RESTRICTOR
PLATE - WIDE ENOUGH
TO COVER CULVERT
41" THICK RESTRICTOR
PLATE - WIDE ENOUGH
TO COVER CULVERT
- 0.50'
3.92'
RECESS FOR
GRATING
0.50'
r 0.33'
0.25'
0.50'
3.92'
0.50' -
TOP VIEW
12" CMP CULVERT
0.37'
RECESS FOR
GRATING
1% SLOPE
0.16'
3.00'
0.50'
MATCH BOTTOM OF POND
ELEVATION = 5666.00
OUTLET CULVERT
INVERT EL = 5665.97
SIDE VIEW
NOTES:
1. CONCRETE STRUCTURE DESIGN ADOPTED FROM CDOT
INLET TYPE C (M-604-10).
2. REFER TO CDOT INLET TYPE C FOR STEEL GRATE
DETAILS - STADARD INLET GRATE.
3. REFER TO CDOT INLET TYPE C FOR REINFORCING
BAR DETAILS.
OJTL
STLCTLR
NOT TO SCALE
ETAIL
V) 0
tn
0
www.olssonassociates.com
co
0 co
op 00
LE 0
LO
NOTE
THIS DOCUMENT HAS BEEN
RELEASED BY OLSSON
ASSOCIATES ONLY FOR REVIEW
BY REGULATORY AGENCIES AND
OTHER PROFESSIONALS, AND IS
SUBJECT TO CHANGE. THIS
DOCUMENT IS NOT TO BE USED
FOR CONSTRUCTION.
OLSSON ASSOCIATES ASSUMES
NO RESPONSIBILITY FOR
EXISTING UTILITY LOCATIONS
(HORIZONTAL OR VERTICAL). THE
EXISTING UTILITIES SHOWN ON
THIS DRAWING HAVE BEEN
PLOTTED FROM THE BEST
AVAILABLE INFORMATION. IT IS
HOWEVER THE RESPONSIBILITY
OF THE CONTRACTOR TO FIELD
VERIFY THE LOCATION OF ALL
UTILITIES PRIOR TO THE
COMMENCEMENT OF ANY
CONSTRUCTION ACTIVITIES.
Know what's below.
Call before you dig.
CALL 811 SEVENTY-TWO HOURS
PRIOR TO DIGGING, GRADING OR
EXCAVATING FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES
REVISIONS DESCRIPTION
0
REVISIONS
ENCANA K19NE STORAGE YARD
LOT 3, SECTION 19, T6S, R92W, 6TH P.M.
ENCANA K19NE STORAGE YARD
GRADING PLAN SHEET
GARFIELD COUNTY, COLORADO
drawn by:
checked by:
approved by:
QA/QC by:
project no.:
ABL
WEP
WEP
WEP
014-2797
drawing no.:014-2797 GRADING.dwg
date: 01-16-2015
SHEET
ELEVATION
DEPTH
AREA
INCREMENTAL VOLUME
(CUBIC FEET)
TOTAL VOLUME
(CUBIC FEET)
5666
329
5667
1.0
566
443
443
5668
2.0
856
707
1150
5669
3.0
1206
1028
2178
5670
4.0
1612
1405
3583
5670.5
4.5
1836
861
4444
41'' THICK RESTRICTOR
PLATE - WIDE ENOUGH
TO COVER CULVERT
41" THICK RESTRICTOR
PLATE - WIDE ENOUGH
TO COVER CULVERT
- 0.50'
3.92'
RECESS FOR
GRATING
0.50'
r 0.33'
0.25'
0.50'
3.92'
0.50' -
TOP VIEW
12" CMP CULVERT
0.37'
RECESS FOR
GRATING
1% SLOPE
0.16'
3.00'
0.50'
MATCH BOTTOM OF POND
ELEVATION = 5666.00
OUTLET CULVERT
INVERT EL = 5665.97
SIDE VIEW
NOTES:
1. CONCRETE STRUCTURE DESIGN ADOPTED FROM CDOT
INLET TYPE C (M-604-10).
2. REFER TO CDOT INLET TYPE C FOR STEEL GRATE
DETAILS - STADARD INLET GRATE.
3. REFER TO CDOT INLET TYPE C FOR REINFORCING
BAR DETAILS.
OJTL
STLCTLR
NOT TO SCALE
ETAIL
V) 0
tn
0
www.olssonassociates.com
co
0 co
op 00
LE 0
LO
NOTE
THIS DOCUMENT HAS BEEN
RELEASED BY OLSSON
ASSOCIATES ONLY FOR REVIEW
BY REGULATORY AGENCIES AND
OTHER PROFESSIONALS, AND IS
SUBJECT TO CHANGE. THIS
DOCUMENT IS NOT TO BE USED
FOR CONSTRUCTION.
OLSSON ASSOCIATES ASSUMES
NO RESPONSIBILITY FOR
EXISTING UTILITY LOCATIONS
(HORIZONTAL OR VERTICAL). THE
EXISTING UTILITIES SHOWN ON
THIS DRAWING HAVE BEEN
PLOTTED FROM THE BEST
AVAILABLE INFORMATION. IT IS
HOWEVER THE RESPONSIBILITY
OF THE CONTRACTOR TO FIELD
VERIFY THE LOCATION OF ALL
UTILITIES PRIOR TO THE
COMMENCEMENT OF ANY
CONSTRUCTION ACTIVITIES.
Know what's below.
Call before you dig.
CALL 811 SEVENTY-TWO HOURS
PRIOR TO DIGGING, GRADING OR
EXCAVATING FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES
REVISIONS DESCRIPTION
0
REVISIONS
ENCANA K19NE STORAGE YARD
LOT 3, SECTION 19, T6S, R92W, 6TH P.M.
ENCANA K19NE STORAGE YARD
GRADING PLAN SHEET
GARFIELD COUNTY, COLORADO
drawn by:
checked by:
approved by:
QA/QC by:
project no.:
ABL
WEP
WEP
WEP
014-2797
drawing no.:014-2797 GRADING.dwg
date: 01-16-2015
SHEET
A
r►A
10' 0"
r SYMMETRICAL ABOUT q_
41PARALLEL
o ROADWAY
SLOPE
SHALL
MATCH
MEDIAN
SLOPE
,1E11 - -
r
I A
1'4
INLET WITH DITCH PAVING
EARTHWORK ASSOCIATED WITH DIKE
INCLUDED IN THE COST OF THE INLET
10:1 MAX. - 10:1
MEDALLION
STEEL GRATE QUANTITIES
NO.
PIECES
DESCRIPTION
LENGTH
LBS
PER FT.
WEIGHT
(LBS.)
4
S4 x 7.7 BEAM
40"
7.70
103
2
31/2" x 1/4" FLAT
26%"
2.98
13
2
3" x I/4" FLAT
26%"
2.55
12
TOTAL LBS. - 128
B
'I
IL
CROSS PIPE
B
SECTION VIEW
SLOPE TO FIT DIKE
NORMAL MEDIAN DITCH GRADE
LENGTH OF CONNECTING PIPE
SHOWN ON PLAN DETAIL
SECTION B -B
INLET CONNECTED
TO A CROSS PIPE
1'-0"
HEIGHT OF DIKE
SLOPE 1/2" PER FT. MAX.
4'-0" -•.1 l- 41_0"
THIS SLOPE SHALL BE SHOWN ON THE PLANS
CONNECTING PIPE
IN CASES OF SKEWED PIPE, THIS
DIMENSION SHALL BE SHOWN SKEW
ON THE PLANS ANGLE
CL OF MEDIAN
OR DITCH
CONNECTING PIPE
r ♦ • 1
6"
STEEL
(LBS.)
4" MIN.
_'_ _ _I STEPI _
1 i
'BOLTS'
QI
i
?
'
35"
4
3'-0"
GRATING
1 1
litiFOR
1
0
171/2
1.2
96
L i - - ir -- i- - -i - J
6"
PLAN
41"
t
12" MIN
7402 1.
#40 ''
/ .1_
1 '1 -12" CENTER'il
1 (TYP-)402- I-
Y - -I, 1 � I
-� -1 -402- i- ,-F -r
I p p , 1
\� o a.
L 4% `+t i / 4A -J j
" i -I - i -402-i- y 6"
-►{ 6" I� 3511_„...I6�I
F 47"
ELEVATION
CONCRETE INLET
H
11AX
MAX.
4" CONCRETE
SLOPE AND DITCH
PAVING (REINFORCED)
(REQUIRES 1.3 CU. YD.)
SECTION A -A
INLET ON GRADE
(FLOW FROM ONE DIRECTION)
SLOPE %2" PER FT. MAX.
*4" CONCRETE SLOPE
AND DITCH PAVING
INLET (REINFORCED)
(REQUIRES
1.3 CU. YD.)
INLET CONNECTED TO A
SKEWED CROSS PIPE
MEDIAN DITCH
GRADE
SLOPE I/z" PER FT. MAX.
4"
I~ 4'-0"
SECTION A -A
*CONCRETE SLOPE AND DITCH PAVING WILL
BE REQUIRED WHEN SHOWN ON THE PLANS.
INLET AT BOTTOM OF VERTICAL CURVE
(FLOW FROM TWO DIRECTIONS)
3/6 N
3/611 V 3' x 1/4" FLAT
SECTION D -D
D
31/ZNx1/411
FLAT
311 x /4"
FLAT
S4 x 7.7
BEAMS
40/2"
(±1/411)
135/6" (±1/8") -
it -r
1 JL JL
41/4"
OPEN SLOT ---►JL
FACILITATE 8'1 -f
(TOG
T GALVANIZING) CTRS-.
STANDARD INLET GRATE
GRATE
6"
1/2
II1.111
-__ 1ii11
SAMMA-',ter,
WASHER
'S/6" CLR.
4yz
3"
-2N
OFFSET
5/8"x8"
BOLT
3�1
INLET WALL
GRATE INSTALLATION
DETAIL
II
3/g" R.
3" x 1/4" FLAT
SLOT DETAIL
II/16" x 1"
SLOTTED HOLE
ALTERNATE SLOT
AND HOLD DOWN
PLATE DETAIL
GENERAL NOTES
1. INLET TYPE C IS NOT HS -20 RATED AND SHALL NOT BE PLACED IN PAVED
ROADWAYS. THIS INLET SHALL BE USED ONLY OUTSIDE PAVED ROADWAYS.
2. CONCRETE SHALL BE CLASS B. INLET MAY BE CAST -IN-PLACE OR PRECAST.
3. REINFORCING BARS SHALL BE EPDXY COATED AND DEFORMED #4, AND SHALL
HAVE A MINIMUM 2 IN. CLEARANCE. CUT OR BEND AROUND PIPES AS REQUIRED.
4. CONCRETE SLOPE AND DITCH PAVING SHALL BE IN ACCORDANCE WITH
SECTION 507. REINFORCEMENT FOR CONCRETE SLOPE PAVING SHALL BE
6 X 6 - W1.4 X W1.4 OR 6 X 6 - W2.1 X W2.1.
5. STRUCTURAL STEEL FOR GRATES AND GRATE INSTALLATION HARDWARE SHALL
BE GALVANIZED, AND SHALL BE IN ACCORDANCE WITH SUBSECTION 712.06.
6. THE STANDARD INLET GRATES SHALL BE USED ON ALL TYPE C INLETS UNLESS
CLOSE MESH GRATES ARE SPECIFIED ON THE PLANS.
7. CLOSE MESH GRATES ARE RECOMMENDED WHERE FOOT TRAFFIC OR BICYCLE ROUTES
ARE IN CLOSE PROXIMITY TO GRATE. THIS GRATE IS NOT ADA COMPLIANT OR BICYCLE
FRIENDLY AND SHALL NOT BE PLACED DIRECTLY IN SIDEWALKS, CROSSWALKS OR BIKE PATHS.
8. STEPS SHALL BE PROVIDED WHEN INLET DIMENSION "H" IS EQUAL TO OR GREATER
THAN 3 FT. - 6 IN., AND SHALL CONFORM TO AASHTO M 199.
9. SEE STANDARD PLAN M-604-11, FOR REINFORCEMENT AROUND THE PIPE OPENING.
10. ALL INLETS SHALL HAVE A 4 IN. DIA. METAL MEDALLION WITH A "NO DUMPING DRAINS TO STREAM"
MESSAGE ON IT. THE MEDALLION SHALL HAVE A FISH SYMBOL WITH A BLUE BACKGROUND.
IT SHALL BE FIRMLY ATTACHED TO THE TOP OF THE INLET WITH A PERMANENT FASTENER.
QUANTITIES FOR ONE INLET
H
CONCRETE
(CU. YDS.)
STEEL
(LBS.)
NO
STEPS
REQ'D.
2'-6"
0.9
75
0
3'-0"
1.0
80
0
3'-6"
1.2
96
0
4'-0"
1.3
101
1
4'-6"
1.4
116
2
5'-0"
1.5
122
2
5'-6"
1.7
137
2
6'-0"
1.8
142
3
6'-6"
1.9
158
3
7'-0"
2.0
163
3
7'-6"
2.2
179
4
8'-0"
2.3
184
4
8'-6"
2.4
199
4
9'-0"
2.5
205
5
9'-6"
2.7
220
5
10'-0"
3.0
235
6
11'-6"
3.4
251
6
• PIPE INSIDE DIAMETER SHALL BE 30 IN. OR
LESS. CONCRETE AND STEEL QUANTITIES ARE
FOR ONE ENTIRE INLET BEFORE DEDUCTION
FOR VOLUME OCCUPIED BY PIPE. WEIGHT OF
STEEL INCLUDES A RING FOR THE MAXIMUM
PIPE DIAMETER.
BAR LIST FOR H = 2 FT. -6 IN.
AND BENDING DIAGRAM
CENTERLINE OF
GRATE PARALLEL
TO CENTERLINE
OF ROADWAY
26%" (±'/4")
311/2;''►`�` 40/4"\
4" x %" BAR
3A" TYPICAL HEX. ROUND
OR TWISTED CROSS BARS
AT 8 IN. CTRS. WELDED TO
4" x %" BEARING BARS
SPACED AT 2%" CTRS.
3�/z" x 1/4" FLAT
3/6 N
3"x1/4"FLAT
SECTION E -E
�\� E
CLOSE MESH GRATE
3" x 1/" FLAT
4'/4"
MARK
REQ;D
HEIGHT
LENGTH
401
2
2'-3"
7'-11"
401
6
2'-7"
8'-7"
402
3
"U'
15'-0"
"U"
6 IN.
OF
NO. 401
�3-51��
INCREASE DIMENSION
FOR EACH 6
"H" ABOVE
7
I,u,
V
IN. INCREASE
2 FT. -6 IN.
3'-6"
-
- L 12"
6"
N0.402
`
1 f
ADD ONE BAR FOR EACH FT.
INCREASE OF "H"
ABOVE 2 FT. - 6 IN.
402 BARS SHALL BE EQUALLY
SPACED FROM EACH OTHER.
SLOT DETAIL IN 31/2" x /4" FLATS
SAME AS IN STANDARD INLET GRATE
Computer File Information
Creation Date: 07/04/12 Initials: DD
Last Modification Date: 07/04/12 Initials: LTA
Full Path:www.coloradodot.info/business/designsupport
Drawing File Name: 6040100101.dgn
CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English
(R -X)
(R -X)
(R -X)
(R -X)
Sheet Revisions
Date:
Comments
Colorado Department of Transportation
DEPARTMENT Of TRANSPORTATION
4201 East Arkansas Avenue
Denver, Colorado 80222
Phone: (303) 757-9083
Fax: (303) 757-9820
Project Development Branch DD/LTA
INLET, TYPE C
STANDARD PLAN NO.
M-604-10
Issued By: Project Development Branch July 4, 2012
Sheet No. 1 of 1
FINAL DRAINAGE REPORT
APPENDIX B: HYDROLOGIC CALCULATIONS
Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
FINAL DRAINAGE REPORT
THIS PAGE LEFT BLANK FOR TWO-SIDED DUPLICATION.
Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
Precipitation Frequency Data Server
Page 1 of 3
NOAA Atlas 14, Volume 8, Version 2
Location name: Rifle, Colorado, US*
Latitude: 39.5104°, Longitude: -107.7098°
Elevation: 5669 ft*
* source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
a10104
Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale
Unruh, Michael Yekta, Geoffery Bonnin
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular 1 PF graphical 1 Maps & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
5 -min
1.38
(1.08-1.74)
1.74
(1.36-2.20)
2.38
(1.85-3.02)
2.96
(2.29-3.79)
3.86
(2.92-5.24)
4.61
(3.38-6.35)
5.42
(3.84-7.68)
6.30
(4.28-9.20)
7.55
(4.92-11.4)
8.56
(5.41-13.0)
10 -min
1.01
(0.786-1.28)
1.27
(0.990-1.61)
1.74
(1.36-2.21)
2.17
(1.68-2.78)
2.83
(2.14-3.84)
3.38
(2.48-4.64)
3.97
(2.81-5.62)
4.61
(3.13-6.74)
5.52
(3.61-8.33)
6.26
(3.97-9.55)
15 -min
0.820
(0.640-1.04)
1.03
(0.804-1.31)
1.42
(1.10-1.80)
1.76
(1.36-2.26)
2.30
(1.74-3.12)
2.74
(2.02-3.78)
3.22
(2.29-4.57)
3.75
(2.55-5.48)
4.49
(2.93-6.78)
5.09
(3.22-7.76)
30 -min
0.530
(0.414-0.672)
0.682
(0.532-0.864)
0.944
(0.734-1.20)
1.18
(0.912-1.51)
1.53
(1.15-2.07)
1.82
(1.33-2.49)
2.12
(1.50-3.00)
2.45
(1.66-3.58)
2.91
(1.90-4.39)
3.28
(2.08-5.00)
60 -min
0.345
(0.270-0.437)
0.429
(0.335-0.544)
0.576
(0.448-0.733)
0.707
(0.546-0.904)
0.900
(0.677-1.21)
1.06
(0.775-1.45)
1.23
(0.867-1.73)
1.41
(0.953-2.05)
1.66
(1.08-2.49)
1.86
(1.18-2.83)
2 -hr
0.212
(0.168-0.267)
0.259
(0.204-0.326)
0.340
(0.266-0.429)
0.412
(0.321-0.522)
0.518
(0.392-0.690)
0.604
(0.446-0.816)
0.695
(0.496-0.967)
0.792
(0.542-1.14)
0.928
(0.610-1.37)
1.04
(0.662-1.55)
3 -hr
0.164
(0.130-0.205)
0.194
(0.153-0.242)
0.245
(0.193-0.308)
0.291
(0.228-0.368)
0.360
(0.275-0.477)
0.417
(0.310-0.559)
0.477
(0.342-0.658)
0.541
(0.373-0.771)
0.631
(0.418-0.928)
0.704
(0.453-1.05)
6 -hr
0.102
(0.081-0.126)
0.118
(0.094-0.146)
0.146
(0.116-0.181)
0.170
(0.134-0.212)
0.204
(0.157-0.266)
0.232
(0.174-0.307)
0.262
(0.189-0.355)
0.292
(0.203-0.409)
0.335
(0.224-0.483)
0.369
(0.240-0.539)
12 -hr
0.061
(0.049-0.075)
0.071
(0.057-0.087)
0.087
(0.070-0.107)
0.101
(0.080-0.125)
0.120
(0.093-0.155)
0.136
(0.103-0.177)
0.152
(0.111-0.204)
0.169
(0.118-0.233)
0.192
(0.130-0.273)
0.210
(0.138-0.302)
24 -hr
0.037
(0.030-0.045)
0.042
(0.034-0.051)
0.051
(0.042-0.063)
0.059
(0.048-0.073)
0.071
(0.055-0.090)
0.080
(0.061-0.103)
0.089
(0.066-0.118)
0.099
(0.070-0.135)
0.113
(0.077-0.158)
0.123
(0.082-0.175)
2 -day
0.021
(0.017-0.026)
0.024
(0.020-0.029)
0.030
(0.024-0.036)
0.034
(0.028-0.041)
0.041
(0.032-0.051)
0.046
(0.035-0.058)
0.051
(0.038-0.067)
0.057
(0.041-0.076)
0.064
(0.044-0.089)
0.070
(0.047-0.098)
3 -day
0.015
(0.012-0.018)
0.018
(0.014-0.021)
0.022
(0.018-0.026)
0.025
(0.020-0.030)
0.030
(0.024-0.037)
0.034
(0.026-0.043)
0.038
(0.028-0.049)
0.042
(0.030-0.055)
0.047
(0.032-0.064)
0.051
(0.035-0.070)
4 -day
0.012
(0.010-0.014)
0.014
(0.012-0.017)
0.017
(0.014-0.021)
0.020
(0.016-0.024)
0.024
(0.019-0.030)
0.027
(0.021-0.034)
0.030
(0.022-0.038)
0.033
(0.024-0.043)
0.037
(0.026-0.050)
0.040
(0.027-0.055)
7 -day
0.008
(0.007-0.010)
0.009
(0.008-0.011)
0.011
(0.009-0.013)
0.013
(0.011-0.015)
0.015
(0.012-0.019)
0.017
(0.013-0.021)
0.019
(0.014-0.024)
0.020
(0.015-0.027)
0.023
(0.016-0.030)
0.025
(0.017-0.033)
10 -day
0.006
(0.005-0.008)
0.007
(0.006-0.009)
0.009
(0.007-0.010)
0.010
(0.008-0.012)
0.011
(0.009-0.014)
0.013
(0.010-0.016)
0.014
(0.010-0.017)
0.015
(0.011-0.019)
0.017
(0.012-0.022)
0.018
(0.012-0.024)
20 -day
0.004
(0.004-0.005)
0.005
(0.004-0.005)
0.005
(0.005-0.006)
0.006
(0.005-0.007)
0.007
(0.006-0.008)
0.008
(0.006-0.009)
0.008
(0.006-0.010)
0.009
(0.007-0.011)
0.010
(0.007-0.013)
0.011
(0.007-0.014)
30 -day
0.003
(0.003-0.004)
0.004
(0.003-0.004)
0.004
(0.004-0.005)
0.005
(0.004-0.006)
0.005
(0.004-0.007)
0.006
(0.005-0.007)
0.006
(0.005-0.008)
0.007
(0.005-0.009)
0.008
(0.005-0.010)
0.008
(0.006-0.010)
45 -day
0.003
(0.002-0.003)
0.003
(0.003-0.003)
0.003
(0.003-0.004)
0.004
(0.003-0.005)
0.004
(0.004-0.005)
0.005
(0.004-0.006)
0.005
(0.004-0.006)
0.006
(0.004-0.007)
0.006
(0.004-0.008)
0.006
(0.004-0.008)
60 -day
0.002
(0.002-0.003)
0.003
(0.002-0.003)
0.003
(0.003-0.004)
0.003
(0.003-0.004)
0.004
(0.003-0.005)
0.004
(0.003-0.005)
0.004
(0.003-0.005)
0.005
(0.004-0.006)
0.005
(0.004-0.007)
0.005
(0.004-0.007)
' Precipitat on frequency (PF) estimates in this table are based on frequency analysis o partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given dura ion and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html?lat=39.5104&lon=-107.7098&dat... 1/15/2015
Map data driodi gli:p1{4661
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Precipitation Frequency Data Server
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Precipitation intensity (infhr)
Precipitation intensity (in/hr)
0.100
0.010
0.001
10-000
1.000
0.100
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NOAA Atlas 14, Volume 8, Version 2
500
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Small scale terrain
Page 2 of 3
Average recurrence
interval
(years)
1
2
5
10
25
50
100
200
500
1000
Duration
— 5�rrin — 2 -day
— 10 -min — 3 -day
15 -min — 4 -day
— 30 -min — 7 -day
— 60-rnrn — 10 -day
2 -hr— 20 -day
— 3 -hr — 30 -day
— 5 -hr — 45 -day
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— 24 -hr
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http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=39.5104&lon=-107.7098&dat... 1 /15/201 5
Precipitation Frequency Data Server
Page 3 of 3
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
Office of Hydrologic Development
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions(a�noaa.gov
Disclaimer
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html?lat=39.5104&lon=-107.7098&dat... 1/15/2015
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Encana K19NE Storage Yard
A
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
A
1.73
40.00
C
Acres
A, B, C, or D
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr = 10 years (input return period for design storm)
C1 = 28.90 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 0.71 inches (input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5 -yr. Runoff Coefficient, C-5 =
Overide 5 -yr. Runoff Coefficient, C =
0.42
0.35
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
2.5
5
7
10
15
20
Calculations:
I
Overland
Slope
S
ft/ft
input
0.0020
1 1 0.0020
Length
L
ft
input
5 -yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
300
0.35
N/A
0.13
39.96
57
2
3
4
5
Sum
357
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
0.92 inch/hr
1.81 inch/hr
0.92 inch/hr
10.00
0.45
2.12
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
42.08
11.98
42.08
0.66
1.30
0.66
cfs
cfs
cfs
UD -Rational v1.02a - BASIN A 10YR, Tc and PeakQ 1/15/2015, 9:30 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Encana K19NE Storage Yard
A
I. Catchment Hydrologic Data
Catchment ID = A
Area = 1.73 Acres
Percent Imperviousness = 40.00
NRCS Soil Type = C A, B, C, or D
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr = 100 years (input return period for design storm)
01 = 28.90 (input the value of 01)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 1.23 inches (input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5 -yr. Runoff Coefficient, C-5 =
Overide 5 -yr. Runoff Coefficient, C =
0.58
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.35
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
2.5
5
7
10
15
20
Calculations:
I
Overland
Slope
S
ft/ft
input
0.0020
1 1 0.0020
Length
L
ft
input
5 -yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
300
0.35
N/A
0.13
39.96
57
2
3
4
5
Sum
357
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
1.59 inch/hr
3.13 inch/hr
1.59 inch/hr
10.00
0.45
2.12
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
42.08
11.98
42.08
1.60
3.16
1.60
cfs
cfs
cfs
UD -Rational v1.02a - BASIN A 100YR, Tc and PeakQ 1/15/2015, 9:30 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Encana K19NE Storage Yard
OS -1
I. Catchment Hydrologic Data
Catchment ID = OS -1
Area = 1.52 Acres
Percent Imperviousness = 2.00
NRCS Soil Type = C A, B, C, or D
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr = 10 years (input return period for design storm)
C1 = 28.90 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 0.71 inches (input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5 -yr. Runoff Coefficient, C-5 =
Overide 5 -yr. Runoff Coefficient, C =
0.26
0.16
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
2.5
5
7
10
15
20
Calculations:
I
Overland
Slope
S
ft/ft
input
0.0270
1 1 0.0780
Length
L
ft
input
5 -yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
300
0.16
N/A
0.24
21.11
2 1 0.0150
3 1 0.0030
40
60
100
4
5
Sum
500
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
1.25 inch/hr
1.76 inch/hr
1.76 inch/hr
10.00
2.79
0.24
10.00
1.22
0.82
10.00
0.55
3.04
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
25.21
12.78
12.78
0.50
0.70
0.70
cfs
cfs
cfs
UD -Rational v1.02a - BASIN OS -1 10YR, Tc and PeakQ 1/15/2015, 9:29 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Encana K19NE Storage Yard
OS -1
I. Catchment Hydrologic Data
Catchment ID = OS -1
Area = 1.52 Acres
Percent Imperviousness = 2.00
NRCS Soil Type = C A, B, C, or D
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr = 100 years (input return period for design storm)
01 = 28.90 (input the value of 01)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 1.23 inches (input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5 -yr. Runoff Coefficient, C-5 =
Overide 5 -yr. Runoff Coefficient, C =
0.51
0.16
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
2.5
5
7
10
15
20
Calculations:
I
Overland
Slope
S
ft/ft
input
0.0270
1 1 0.0780
Length
L
ft
input
5 -yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
300
0.16
N/A
0.24
21.11
2 1 0.0150
3 1 0.0030
40
60
100
4
5
Sum
500
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
2.16 inch/hr
3.05 inch/hr
3.05 inch/hr
10.00
2.79
0.24
10.00
1.22
0.82
10.00
0.55
3.04
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
25.21
12.78
12.78
1.67
2.35
2.35
cfs
cfs
cfs
UD -Rational v1.02a - BASIN OS -1 100YR, Tc and PeakQ 1/15/2015, 9:28 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Encana K19NE Storage Yard
OS -2
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
OS -2
2.99
2.00
C
Acres
A, B, C, or D
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr = 10 years (input return period for design storm)
C1 = 28.90 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 0.71 inches (input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5 -yr. Runoff Coefficient, C-5 =
Overide 5 -yr. Runoff Coefficient, C =
0.26
0.16
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
2.5
5
7
10
15
20
Calculations:
I
Overland
Slope
S
ft/ft
input
0.0240
1 1 0.0270
Length
L
ft
input
5 -yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
300
0.16
N/A
0.23
21.95
330
2
3
4
5
Sum
630
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
1.25 inch/hr
1.72 inch/hr
1.25 inch/hr
10.00
1.64
3.35
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
25.29
13.50
25.29
0.97
1.34
0.97
cfs
cfs
cfs
UD -Rational v1.02a - BASIN OS -2 10YR, Tc and PeakQ 1/15/2015, 9:26 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Encana K19NE Storage Yard
OS -2
I. Catchment Hydrologic Data
Catchment ID = OS -2
Area = 2.99 Acres
Percent Imperviousness = 2.00
NRCS Soil Type = C A, B, C, or D
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr = 100 years (input return period for design storm)
01 = 28.90 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 1.23 inches (input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5 -yr. Runoff Coefficient, C-5 =
Overide 5 -yr. Runoff Coefficient, C =
0.51
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.16
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
2.5
5
7
10
15
20
Calculations:
I
Overland
Slope
S
ft/ft
input
0.0240
1 1 0.0270
Length
L
ft
input
5 -yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
300
0.16
N/A
0.23
21.95
330
2
3
4
5
Sum
630
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
2.16 inch/hr
2.97 inch/hr
2.16 inch/hr
10.00
1.64
3.35
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
25.29
13.50
25.29
3.28
4.51
3.28
cfs
cfs
cfs
UD -Rational v1.02a - BASIN OS -2 100YR, Tc and PeakQ 1/15/2015, 9:26 AM
FINAL DRAINAGE REPORT
APPENDIX C: HYDRAULIC CALCULATIONS
Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
FINAL DRAINAGE REPORT
THIS PAGE LEFT BLANK FOR TWO-SIDED DUPLICATION.
Encana Oil and Gas - K19NE Storage Yard
Garfield County, CO
014-2797
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Encana K19NE
Basin ID: A
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
Determination of MINOR Detention Volume Using Modified FAA Method
Determination of MAJOR Detention Volume Using Modified FAA Method
Design Information (Input):
I,=
A =
Type =
T =
Tc =
q =
PI =
CI=
C,=
Cs=
percent
acres
A, B, C, or D
years (2, 5, 10, 25,
50, or 100)
Design Information (Input):
1,=
A =
Type =
T =1
Tc =
q =
Pr =
Cr=
C,=
C3=
40.00
percent
acres
A, B, C, or D
(years (2, 5, 10, 25,
50, or 100)
Catchment Drainage Imperviousness
Catchment Drainage Area
Predevelopment NRCS Soil Group
Return Period for Detention Control
Time of Concentration of Watershed
Allowable Unit Release Rate
One-hour Precipitation
Design Rainfall IDF Formula I = Cr' Pr/(Cn+T,)^Cr
Coefficient One
Coefficient Two
Coefficient Three
40.00
Catchment Drainage Imperviousness
Catchment Drainage Area
Predevelopment NRCS Soil Group
Return Period for Detention Control
Time of Concentration of Watershed
Allowable Unit Release Rate
One-hour Precipitation
Design Rainfall IDF Formula I=C, P,/(Cr+T,)^Cy
Coefficient One
Coefficient Two
Coefficient Three
1.730
1.730
C
C
10
100
12
minutes
cfs/acre
inches
12
minutes
cfs/acre
inches
0.12
0.50
0.71
1.23
28.50
28.50
10
10
0.789
0.789
Determination of Average Outflow from the Basin (Calculated):
cfs
cfs
cubic feet
acre -ft
5 -Minutes)
Determination of Average Outflow from the Basin (Calculated):
cfs
cfs
cubic feet
acre -ft
Runoff Coefficient
Inflow Peak Runoff
Allowable Peak
C =
Qp-in=
Outflow Rate Qp-out =
Mod. FAA Minor Storage Volume =
Mod. FAA Minor Storage Volume =
e- Enter Rainfall Duration Incremental Increase Value
0.42
Runoff Coefficient C =
Inflow Peak Runoff Qp-in=
Allowable Peak Outflow Rate Op -out =
Mod. FAA Major Storage Volume =
Mod. FAA Major Storage Volume =
0.58
128
3.07
0.21
0.87
1,465
2,570
0.034
0.059
5
Here (e.g. 5 for
Rainfall
Duration
minutes
(input)
Rainfall
Intensity
inches / hr
(output)
Inflow
Volume
acre-feet
(output)
Adjustment
Factor
"m"
(output)
Average
Outflow
cfs
(output)
Outflow
Volume
acre-feet
(output)
Storage
Volume
acre-feet
(output)
Rainfall
Duration
minutes
(input)
Rainfall
Intensity
inches / hr
(output)
Inflow
Volume
acre-feet
(output)
Adjustment
Factor
"m"
(output)
Average
Outflow
cfs
(output)
Outflow
Volume
acre-feet
(output)
Storage
Volume
acre-feet
(output)
0
0.00
0.000
0.00
0.00
0.21
021
0.000
0.000
0
0.00
0.000
0.00
0.00
0.000
0.000
5
2.39
0.012
1.00
0.001
0.011
5
4.14
0.029
1.00
0.87
0.006
_
0.023
10
1.90
0.019
1.00
0.003
0.016
10
3.30
0.046
1.00
0.87
0.012
0.034
15
1.60
0.024
0.90
0.19
0.004
0.020
15
2.77
0.057
0.90
0.78
0.016
0.041
20
1.38
0.028
0.80
0.17
0.005
0.023
20
2.39
0.066
0.80
0.69
0.019
0.047
25
1.22
0.031
0.74
0.15
0.005
0.025
25
2.12
0.073
0.74
0.64
0.022
0.051
30
1.10
0.033
0.70
0.15
0.006
0.027
30
1.91
0.079
0.70
0.61
0.025
0.054
35
1.00
0.035
0.67
0.14
0.007
0.028
35
1.74
0.084
0.67
0.58
0.028
0.056
40
0.92
0.037
0.65
0.13
0.007
0.030
40
1.60
0.088
0.65
0.56
0.031
0.058
45
0.86
0.039
0.63
0.13
0.008
0.030
45
1.48
0.092
0.63
0.55
0.034
0.058
50
0.80
0.040
0.62
0.13
0.009
0.031
50
1.39
0.096
0.62
0.54
0.037
0.059
55
0.75
0.041
0.61
0.13
0.010
0.032
55
1.30
0.099
0.61
0.53
0.040
0.059
60
0.71
0.043
0.60
0.12
0.010
0.032
60
123
0.102
0.60
0.52
0.043
0.059
65
0.67
0.044
0.59
0.12
0.011
0.033
65
1.16
0.104
0.59
0.51
0.046
0.059
70
0.64
0.045
0.59
0.12
0.012
0.033
0.033
0.033
0.033
0.034
70
1.10
0.107
0.59
0.51
0.049
0.058
75
0.61
0.046
0.58
0.12
0.012
75
1.05
0.109
0.58
0.50
0.052
0.057
80
0.58
0.047
0.58
0.12
0.013
80
1.01
0.111
0.58
0.50
0.055
0.056
85
0.56
0.047
0.57
0.12
0.12
0.014
85
0.96
0.113
0.57
0.49
0.058
0.056
90
0.53
0.048
0.57
0.015
90
0.93
0.115
0.57
0.49
0.061
0.054
95
0.51
0.049
0.56
0.12
0.015
0.034
95
0.89
0.117
0.56
0.49
0.064
0.053
100
0.50
0.050
0.56
0.12
0.016
0.034
100
0.86
0.119
0.56
0.48
0.067
0.052
105
0.48
0.050
0.56
0.12
0.017
0.034
105
0.83
0.120
0.56
0.48
0.070
0.051
110
0.46
0.051
0.55
0.12
0.017
0.034
110
0.80
0.122
0.55
0.48
0.073
0.049
115
0.45
0.052
0.55
0.11
0.018
0.033
115
0.78
0.123
0.55
0.48
0.076
0.048
120
0.43
0.052
0.55
0.11
0.019
0.033
120
0.75
0.125
0.55
0.48
0.079
0.046
125
0.42
0.053
0.55
0.11
0.020
0.033
125
0.73
0.126
0.55
0.47
0.082
0.045
130
0.41
0.053
0.55
0.11
0.020
0.033
130
0.71
0.128
0.55
0.47
0.085
0.043
135
0.40
0.054
0.54
0.11
0.021
0.033
135
0.69
0.129
0.54
0.47
0.088
0.041
140
0.39
0.054
0.54
0.11
0.022
0.033
140
0.67
0.130
0.54
0.47
0.091
0.040
145
0.38
0.055
0.54
0.11
0.022
0.032
145
0.66
0.131
0.54
0.47
0.094
0.038
150
0.37
0.055
0.54
0.11
0.023
0.032
150
0.64
0.133
0.54
0.47
0.097
0.036
155
0.36
0.056
0.54
0.11
0.024
0.032
155
0.62
0.134
0.54
0.47
0.099
0.034
160
0.35
0.056
0.54
0.11
0.025
0.032
160
0.61
0.135
0.54
0.46
0.102
0.032
165
0.34
0.057
0.54
0.11
0.11
0.025
0.031
165,
0.60
0.136
0.54
0.46
0.105
0.030
170
0.34
0.057
0.54
0.026
0.031
170
0.58
0.137
0.54
0.46
0.108
0.028
175
0.33
0.058
0.53
0.11
0.027
0.031
175
0.57
0.138
0.53
0.46
0.111
0.026
180
0.32
0.058
0.53
0.11
0.027
0.031
180
0.56
0.139
0.53
0.46
0.114
0.024
185
0.32
0.058
0.53
0.11
0.028
0.030
185
0.55
0.140
0.53
0.46
0.117
0.022
190
0.31
0.059
0.53
0.11
0.029
0.030
190
0.54
0.141
0.53
0.46
0.120
0.020
195
0.30
0.059
0.53
0.11
0.030
0.030
195
0.53
0.142
0.53
0.46
0.123
0.018
200
0.30
0.060
0.53
0.11
0.030
0.029
200
0.52
0.143
0.53
0.46
0.126
0.016
205
029
0.060
0.53
0.11
0.031
0.029
205
0.51
0.143
0.53
0.46
0.129
0.014
210
029
0.060
0.53
0.11
0.032
0.029
210
0.50
0.144
0.53
0.46
0.132
0.012
215
028
0.061
0.53
0.11
0.032
0.028
215
0.49
0.145
0.53
0.46
0.135
0.010
220
028
0.061
0.53
0.11
0.033
0.028
220
0.48
0.146
0.53
0.46
0.138
0.008
225
027
0.061
0.53
0.11
0.034
0.027
225
0.47
0.147
0.53
0.46
0.141
0.006
230
027
0.062
0.53
0.11
0.035
0.027
230
0.46
0.148
0.53
0.46
0.144
0.003
235
0.26
0.062
0.53
0.11
0.035
0.027
235
0.46
0.148
0.53
0.45
0.147
0.001
240
026
0.062
0.53
0.11
0.036
0.026
240
0.45
0.149
0.53
0.45
0.150
-0.001
245
0.26
0.063
0.52
0.11
0.11
0.037
0.026
245
0.44
0.150
0.52
0.45
0.153
-0.003
250
025
0.063
0.52
0.037
0.025
250
0.44
0.151
0.52
0.45
0.156
-0.005
255
0.25
0.063
0.52
0.11
0.038
0.025
255
0.43
0.151
0.52
0.45
0.159
-0.008
260
024
0.064
0.52
0.11
0.039
0.025
260
0.42
0.152
0.52
0.45
0.162
-0.010
265
024
0.064
0.52
0.11
0.040
0.024
265
0.42
0.153
0.52
0.45
0.165
-0.012
270
024
0.064
0.52
0.11
0.040
0.024
270
0.41
0.153
0.52
0.45
0.168
-0.015
275
023
0.064
0.52
0.11
0.041
0.023
275
0.41
0.154
0.52
0.45
0.171
-0.017
280
023
0.065
0.52
0.11
0.042
0.023
280
0.40
0.155
0.52
0.45
0.174
-0.019
285
023
0.065
0.52
0.11
0.042
0.022
285
0.39
0.155
0.52
0.45
0.177
-0.022
290
022
0.065
0.52
0.11
0.043
0.022
290
0.39
0.156
0.52
0.45
0.180
-0.024
295
022
0.065
0.52
0.11
0.044
0.022
295
0.38
0.157
0.52
0.45
0.183
-0.026
300
022
0.066
0.52
I 0.11
0.045
0.021
300
0.38
0.157
0.52
0.45
0.186
-0.029
UD-Detention_c2.34 BASIN A - OVAL, Mod6ied FAA
Mod. FAA Minor Storage Volume (cubic ft). 1,465 Mod. FAA Major Storage Volume (cubic ft.) = 2,570
Mod. FAA Minor Storage Volume (acre -ft) = 0.0336 Mod. FAA Major Storage Volume (acre -ft) = 0.0590
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
1/15/2015, 9:22 AM
J
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Encana K19NE
Basin ID: A
Volume (acre-feet)
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0
0
Inflow and Outflow Volumes vs. Rainfall Duration
50 100 150 200
Duration (Minutes)
250
300
Minor Storm Inflow Volume — Minor Storm Outflow Volume o Minor Storm Storage Volume •+ Malor Storm Inflow Volume—+.—Malor Storm Outflow Volume • Major Storm Storage Volume
350
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
UD-Detention_v2.34 BASIN A - OVAL, Modified FAA
1/15/2015, 9:22 AM
•••
•
•
•
•••
• •
0•�
0000
---
„0000
-� ••_�
-
00000000000.000000
0 Jp0,J O`J0000000i-'
00
r'#:l
00000000000000
50 100 150 200
Duration (Minutes)
250
300
Minor Storm Inflow Volume — Minor Storm Outflow Volume o Minor Storm Storage Volume •+ Malor Storm Inflow Volume—+.—Malor Storm Outflow Volume • Major Storm Storage Volume
350
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
UD-Detention_v2.34 BASIN A - OVAL, Modified FAA
1/15/2015, 9:22 AM
STAGE -STORAGE SIZING FOR DETENTION BASINS
Project: Encana K19NE Storage Yard
Basin ID: A
Design Information (Input):
Width of Basin Bottom, W =
Length of Basin Bottom, L =
Dam Side -slope (H:V), Zd =
Stage -Storage Relationship:
side Slope Z
lam
v ME1
< > Side Slope Z
14.00
30.00
3.00
ft
ft
ft/ft
Check Basin Shape
Right Triangle OR...
Isosceles Triangle OR...
Rectangle OR...
Circle / Ellipse X OR...
Irregular (Use Overide values in cells G32:G52)
Storage Requirement from Sheet 'Modified FAA':
Storage Requirement from Sheet 'Hydrograph':
Storage Requirement from Sheet 'Fu I -Spectrum':
MINOR
MAJOR
0.03
0.06
acre -ft.
acre -ft.
acre -ft.
Labels
for WQCV, Minor,
& Major Storage
Stages
(input)
Water
Surface
Elevation
ft
(input)
Side
Slope
(H:V)
ft/ft
Below El.
(input)
Basin
Width at
Stage
ft
(output)
Basin
Length at
Stage
ft
(output)
Surface
Area at
Stage
ft2
(output)
Surface
Area at
Stage
ft2 User
Overide
Volume
Below
Stage
ft2
(output)
Surface
Area at
Stage
acres
(output)
Volume
Below
Stage
acre -ft
(output)
Target Volumes
for WQCV, Minor,
& Major Storage
Volumes
(for goal seek)
5666.00
14.00
30.00
329.9
0.008
0.000
5666.25
3.00
15.50
31.50
383.5
89
0.009
0.002
5666.50
3.00
17.00
33.00
440.6
192
0.010
0.004
5666.75
3.00
18.50
34.50
501.3
310
0.012
0.007
5667.00
3.00
20.00
36.00
565.5
443
0.013
0.010
5667.25
3.00
21.50
37.50
633.2
593
0.015
0.014
5667.50
3.00
23.00
39.00
704.5
760
0.016
0.017
5667.75
3.00
24.50
40.50
779.3
946
0.018
0.022
5668.00
3.00
26.00
42.00
857.7
1,150
0.020
0.026
MINOR
5668.25
3.00
27.50
43.50
939.5
1,375
0.022
0.032
5668.50
3.00
29.00
45.00
1,024.9
1,621
0.024
0.037
5668.75
3.00
30.50
46.50
1,113.9
1,888
0.026
0.043
5669.00
3.00
32.00
48.00
1,206.4
2,178
0.028
0.050
5669.25
3.00
33.50
49.50
1,302.4
2,492
0.030
0.057
MAJOR
5669.50
3.00
35.00
51.00
1,401.9
2,830
0.032
0.065
5669.75
3.00
36.50
52.50
1,505.0
3,193
0.035
0.073
WEIR CREST
5670.00
3.00
38.00
54.00
1,611.6
3,583
0.037
0.082
5670.25
3.00
39.50
55.50
1,721.8
3,999
0.040
0.092
TOP
5670.50
3.00
41.00
57.00
1,835.5
4,444
0.042
0.102
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UD -Detention v2.34 BASIN A - OVAL, Basin
1/15/2015, 9:23 AM
STAGE -STORAGE SIZING FOR DETENTION BASINS
Project:
Basin ID:
5671.00
STAGE -STORAGE CURVE FOR THE POND
5670.50
5670.00
5669.50
5669.00
0
d
w
5668.50
0
D)
ca
N.r
5668.00
5667.50
5667.00
5666.50
5666.00
0.00 0.02 0.04 0.06 0.08 0.10 0.12
Storage (acre-feet)
UD -Detention v2.34 BASIN A - OVAL, Basin
1/15/2015, 9:23 AM
/
RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
Project: Encana K19NE Storage Yard
Basin ID: A -100 YR RELEASE RATE CULVERT FROM POND STRUCTURE
X
D1a�
To
0
Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)
Water Surface Elevation at Design Depth Elev: WS =
Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert =
Required Peak Flow through Orifice at Design Depth Q =
Pipe/Vertical Orifice Diameter (inches) Dia =
Orifice Coefficient Co =
Full -flow Capacity (Calculated)
Full -flow area Af =
Half Central Angle in Radians Theta =
Full -flow capacity Qf =
Percent of Design Flow =
Calculation of Orifice Flow Condition
Half Central Angle (0<Theta<3.1416) Theta =
Flow area A. =
Top width of Orifice (inches) To =
Height from Invert of Orifice to Bottom of Plate (feet) Yo =
Elevation of Bottom of Plate Elev Plate Bottom Edge =
Resultant Peak Flow Through Orifice at Design Depth 00 =
Width of Equivalent Rectangular Vertical Orifice
#1 Vertical
Orifice
#2 Vertical
Orifice
5,670.00
5,666.00
0.87
12.0
0.65
0.79
3.14
7.7
880%
0.84
0.08
8.90
0.16
5,666.16
0.9
Equivalent Width = 0.50
feet
feet
cfs
inches
sq ft
rad
cfs
rad
sq ft
inches
feet
feet
cfs
feet
UD-Detention_v2.34 BASIN A - OVAL, Restrictor Plate 1/15/2015, 9:23 AM
STAGE -DISCHARGE SIZING OF THE SPILLWAY
Project: Encana K19NE
Basin ID: A
de
angular z+g
PPC 211,
f1EIR CREST
angle
angah. �elr
Design Information (input):
Bottom Length of Weir
Angle of Side Slope Weir
Elev. for Weir Crest
Coef. for Rectangular Weir
Coef. for Trapezoidal Weir
Calculation of Spillway Capacity (output):
L=
Angle =
EL. Crest =
Cw =
Ct =
3.00
14.04
5,670.00
3.34
3.34
Water
Surface
Elevation
ft.
(linked)
Rect.
Weir
Flowrate
cfs
(output)
Triangle
Weir
Flowrate
cfs
(output)
Total
Spillway
Release
cfs
(output)
Total
Pond
Release
cfs
(output)
5666.00
0.00
0.00
0.00
#N/A
5666.25
0.00
0.00
0.00
#N/A
5666.50
0.00
0.00
0.00
#N/A
5666.75
0.00
0.00
0.00
#N/A
5667.00
0.00
0.00
0.00
#N/A
5667.25
0.00
0.00
0.00
#N/A
5667.50
0.00
0.00
0.00
#N/A
5667.75
0.00
0.00
0.00
#N/A
5668.00
0.00
0.00
0.00
#N/A
5668.25
0.00
0.00
0.00
#N/A
5668.50
0.00
0.00
0.00
#N/A
5668.75
0.00
0.00
0.00
#N/A
5669.00
0.00
0.00
0.00
#N/A
5669.25
0.00
0.00
0.00
#N/A
5669.50
0.00
0.00
0.00
#N/A
5669.75
0.00
0.00
0.00
#N/A
5670.00
0.00
0.00
0.00
#N/A
5670.25
1.25
0.03
1.28
#N/A
5670.50
3.54
0.15
3.69
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feet
degrees
feet
UD-Detention_v2.34 BASIN A - OVAL, Spillway 1/15/2015, 9:24 AM
RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
Project: Encana K19NE Storage Yard
Basin ID: A
X
Dla�
To
0
Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)
Water Surface Elevation at Design Depth Elev: WS =
Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert =
Required Peak Flow through Orifice at Design Depth Q =
Pipe/Vertical Orifice Diameter (inches) Dia =
Orifice Coefficient Co =
Full -flow Capacity (Calculated)
Full -flow area Af =
Half Central Angle in Radians Theta =
Full -flow capacity Qf =
Percent of Design Flow =
Calculation of Orifice Flow Condition
Half Central Angle (0<Theta<3.1416) Theta =
Flow area A. =
Top width of Orifice (inches) To =
Height from Invert of Orifice to Bottom of Plate (feet) Yo =
Elevation of Bottom of Plate Elev Plate Bottom Edge =
Resultant Peak Flow Through Orifice at Design Depth 00 =
Width of Equivalent Rectangular Vertical Orifice
#1 Vertical
Orifice
#2 Vertical
Orifice
5,668.50
5,666.00
0.21
4.0
0.65
0.09
3.14
0.7
333%
1.24
0.03
3.78
0.11
5,666.11
0.2
Equivalent Width = 0.27
feet
feet
cfs
inches
sq ft
rad
cfs
rad
sq ft
inches
feet
feet
cfs
feet
UD-Detention_v2.34 BASIN A - OVAL 10YR ORIFICE CALC, Restrictor Plate 1/15/2015, 9:20 AM
SECTION A -A RUN-ON BERM
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.00150 ft/ft
Left Side Slope 2.40 ft/ft (H:V)
Right Side Slope 67.00 ft/ft (H:V)
Discharge 2.35 ft3/s
Results
Normal Depth 0.34 ft
Flow Area 4.00 ft2
Wetted Perimeter 23.64 ft
Hydraulic Radius 0.17 ft
Top Width 23.57 ft
Critical Depth 0.20 ft
Critical Slope 0.02859 ft/ft
Velocity 0.59 ft/s
Velocity Head 0.01 ft
Specific Energy 0.34 ft
Froude Number 0.25
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.34 ft
Critical Depth 0.20 ft
Channel Slope 0.00150 ft/ft
Critical Slope 0.02859 ft/ft
Bentley Systems, Inc. Haestad Methods Solt@brtlepFtewMaster V8i (SELECTseries 1) [08.11.01.03]
1/8/2015 8:09:50 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
SECTION B -B PAD BERM
Project Description
Friction Method
Solve For
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Manning Formula
Normal Depth
0.033
0.00300 ft/ft
200.00 ft/ft (H:V)
2.30 ft/ft (H:V)
3.16 ft3/s
Normal Depth 0.23 ft
Flow Area 5.40 ft2
Wetted Perimeter 46.78 ft
Hydraulic Radius 0.12 ft
Top Width 46.73 ft
Critical Depth 0.14 ft
Critical Slope 0.03823 ft/ft
Velocity 0.59 ft/s
Velocity Head 0.01 ft
Specific Energy 0.24 ft
Froude Number 0.30
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.23 ft
Critical Depth 0.14 ft
Channel Slope 0.00300 ft/ft
Critical Slope 0.03823 ft/ft
Bentley Systems, Inc. Haestad Methods Soli@emtl®jerrtewMaster V8i (SELECTseries 1) [08.11.01.03]
1/8/2015 8:10:11 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
SECTION C -C RUN-ON BERM
Project Description
Friction Method
Solve For
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Manning Formula
Normal Depth
0.030
0.00500 ft/ft
3.00 ft/ft (H:V)
33.00 ft/ft (H:V)
3.28 ft3/s
Normal Depth 0.39 ft
Flow Area 2.78 ft2
Wetted Perimeter 14.22 ft
Hydraulic Radius 0.20 ft
Top Width 14.15 ft
Critical Depth 0.29 ft
Critical Slope 0.02512 ft/ft
Velocity 1.18 ft/s
Velocity Head 0.02 ft
Specific Energy 0.41 ft
Froude Number 0.47
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity Ws
Upstream Velocity Infinity ft/s
Normal Depth 0.39 ft
Critical Depth 0.29 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.02512 ft/ft
Bentley Systems, Inc. Haestad Methods SohRimtleeFtewMaster V8i (SELECTseries 1) [06.11.01.03]
1/7/2015 1:19:20 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
SECTION D -D SWALE TO POND
Project Description
Friction Method
Solve For
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
Results
Manning Formula
Normal Depth
0.030
0.01500 ft/ft
3.00 ft/ft (H:V)
3.00 ft/ft (H:V)
3.00 ft
3.16 ft3/s
Normal Depth 0.33 ft
Flow Area 1.29 ft2
Wetted Perimeter 5.06 ft
Hydraulic Radius 0.26 ft
Top Width 4.95 ft
Critical Depth 0.29 ft
Critical Slope 0.02169 ft/ft
Velocity 2.44 ft/s
Velocity Head 0.09 ft
Specific Energy 0.42 ft
Froude Number 0.84
Flow Type Subcritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.33 ft
0.29 ft
0.01500 ft/ft
Bentley Systems, Inc. Haestad Methods Solua®rtla9rfitewMaster V8i (SELECTseries 1) [08.11.01.03]
1/8/2015 8:08:53 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
SECTION D -D SWALE TO POND
GVF Output Data
Critical Slope 0.02169 ft/ft
Bentley Systems, Inc. Haestad Methods SoliaarrtlepfitewMaster V8i (SELECTseries 1) [08.11.01.03]
1/8/2015 8:08:53 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
DETENTION POND OUTLET WEIR
Project Description
Solve For
Input Data
Headwater Elevation
Crest Elevation
Tailwater Elevation
Weir Coefficient
Crest Length
Results
Discharge
1.00 ft
0.50 ft
0.00 ft
3.34 us
3.00 ft
Discharge 3.54 fts/s
Headwater Height Above Crest 0.50 ft
Tailwater Height Above Crest -0.50 ft
Equal Side Slopes 0.25 ft/ft (H:V)
Flow Area 1.56 ft2
Velocity 2.27 ft/s
Wetted Perimeter 4.03 ft
Top Width 3.25 ft
Bentley Systems, Inc. Haestad Methods Soh@iortl®je6tewMaster V8i (SELECTseries 1) [08.11.01.03]
1/8/2015 8:09:28 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
