HomeMy WebLinkAbout20142073.tiff FINAL DRAINAGE
STUDY
ENCANA OIL & GAS ( USA) INC .
LIQUIDS HANDLING HUB
A parcel of land located in the East half of Section 21,
Township 1N, Range 68W of the 6th P . M . , Weld County, Colorado
Prepared By :
Baseline Engineering Corporation
700 12th Street # 220
Golden, Colorado 80401
Prepared For :
Encana Oil & Gas ( USA) Inc .
370 17th Street, Suite 1700
Denver, Colorado 80202
encana
March 19, 2014
Revised June 16t", 2014
Vicinity Map for the Encana Liquids Handling Hub
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Section 21, Township 1N, Range 68W
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" I hereby certify that this report for the drainage design of the Encana Oil & Gas (USA) Inc.;
Liquids Handling Hub, was prepared by me (or under my direct supervision ) in accordance with
the provisions of the Weld County storm drainage criteria for the owners thereof."
Noah Nemmers P. E.
State of Colorado No . 39820
3
Baseline Engineering Corp.
700 12th St. Suite 220
Golden CO 80401
Contents
General Location and Description 5
Location 5
Description of Property 5
Drainage Basin and Sub-Basin 5
Major Basin Description 5
Sub-Basin Description 6
Drainage Design Criteria 9
Development Criteria Reference and Constraints 9
Hydrological Criteria 10
Hydraulic Criteria 12
General Concept 14
Specific Details 15
Conclusions 16
Compliance with Weld County Code 16
Drainage Concept 16
References 16
Appendix
A. FIRM MAP & SOILS MAP
B. RAINFALL DATA
C. HEC-HMS CALCULATIONS AND OUTPUT (HISTORIC)
D. HEC-HMS CALCULATIONS AND OUTPUT (PROPOSED)
E. RATIONAL METHOD CALCULATIONS (PROPOSED)
F. HYDRAULIC COMPUTATIONS
G. HISTORIC DRAINAGE PLAN
H. PROPOSED DRAINAGE PLAN
4
General Location and Description
Location
i. A parcel of land located in the east half of Section 21, Township 1 North, Range
68 West of the 6th Principal Meridian, County of Weld, State of Colorado
ii. The Liquids Handling Hub (hereinafter as "Site" ) bounded on the east by Weld
County Road 7 (WCR 7 ), to the south by Weld County Road 6 (WCR 6) and
rangeland to the north and east.
iii. There is an existing drainage way that runs through the Site and is being
bypassed with this development and the Community Ditch is located to the
north of the proposed Site.
iv. There are no surrounding developments.
Description of Property
i. The property encompasses approximately 137 acres; of this only 36. 7 acres
will be disturbed by the proposed site improvements.
ii. Existing ground cover for the on-site basin consists of native grasses and low
brush. Soil type is primarily Type B (Wiley-Colby complex) . Type C ( Nunn
Loam ) is also present. A soil map for the entire drainage basin developed
using the online NRCS Web Soil Survey mapping tool can be found in
Appendix A.
iii. There is a natural channel through the Site that flows to an existing 48"
culvert under WCR 7 .
iv. The proposed development is a centralized liquids management facility for
the handling of produced liquids from Encana's operations in the surrounding
area . Facilities to be installed include gravel roads, truck loading areas, and
associated permanent structures.
v. Community Ditch is located directly north and upstream of the proposed Site.
There are no developed flows draining towards the Community Ditch and no
impacts or changes are proposed that will disrupt the current ditch flow.
vi. Ground water ranges from 9 to 20 feet deep. Any dewatering required during
construction will need to be properly permitted through CDPHE.
Drainage Basin and Sub-Basin
Major Basin Description
i. No Weld County Master Drainage Plan exists for this basin.
ii. The Site is located near the upper-limits of the major basin which is bounded
by Weld County Road 5 the west, Weld County Road 8 to the north and Weld
County Road 6 to the south. Off-site flows from the basin are divided to the
north and south by Weld County Road 8. The proposed Site will convey sheet
flow from the north and west. The flows are currently conveyed via overland
5
flow towards to the east towards WCR 7 where there is an existing 48" culvert
and will outfall into Little Dry Creek which is located approximately 3/4 of a
mile downstream of the Site.
iii. No FEMA defined 100 year floodplains/floodways are present in this area as
shown on FIRM Map 080266 0960 D, dated September 28, 1990 (see
Appendix A) .
iv. See Drainage Maps (see Appendix G and H) for existing and proposed
contours. Off-site basins were defined based on a USGS Hydrography Map
(see Appendix G). On-Site basins and the conveyance structures for the off-
site basins were defined based on ground topography surveyed using GPS and
conventional survey methods.
Sub- Basin Description
i. Historically the site receives offsite flows from the west via overland flow. The
site drains to the east at grades from 1 .5-2%. All flows are transmitted
overland east to an existing 48" culvert under WCR 7. Offsite flows from
properties to the north will be routed to the existing culvert and accounted
for within this drainage analysis. Historic sub-basins were modeled using
HEC-HMS (see Appendix C) and the parameters for those basins are as
follows :
Basin H1 is 0.038 square miles ( 24.44 acres) and has an
imperviousness of less than 0.6% consisting of the County Road
and open grass fields. The average basin slope is 1. 1%. The basin
contains primarily Type "B" and "C" soils (see Appendix A). For
the HEC- HMS model an SCS Curve number of 79 was selected
based on a hydrologic soil type "C" (to be conservative) with
"Fair" conditions for Pasture or Rangeland . Flows from this basin
are conveyed easterly to an existing 48" culvert under WCR 7 .
The existing culvert has a capacity of approximately 143 CFS .
Calculations for the culverts can be found in "Appendix F,
Hydraulic Computations".
Basin H-2 is 0. 192 square miles ( 122 acres) and has an
imperviousness of 0. 6% consisting of a portion of Weld County
Road 6, and open grasslands located directly west of the proposed
Site . The average basin slope is 1. 3%. For the HEC- HMS model an
SCS Curve number of 79 was selected based on a hydrologic soil
type of "C" (see Appendix A) with "Fair" conditions for Pasture or
Rangeland . Flows from this basin are conveyed easterly and flow
6
on-site by means over overland flow to the existing 48" culvert
located under WCR 7 .
Basin H-3 is 0. 285 square miles ( 182 .46 acres) and has an
imperviousness of less than 0.6% consisting of open fields that is
located directly north of the proposed Site. The average basin
slope is 2. 5%. For the HEC- HMS model an SCS Curve number of 79
was selected based on a hydrologic soil type of "C" (see Appendix
A) with "Fair" conditions for Pasture or Rangeland . Flows from
this basin are conveyed easterly flows into the existing 48" culvert
located at WCR 7 .
Detailed HEC-HMS Calculations and Output for the 5, 10, 25, 50,
and 100-yr storm frequencies can be found in Appendix C and D.
ii. Proposed sub- basins are described as follows :
Basin Al is approximately 19.05 acres and is located on the
western limits of the Site. It consists of the construction laydown
area and a temporary access drive. This basin is bounded on the
east by a proposed drainage swale that is intended to intercept all
offsite flows coming from the west. Runoff is conveyed via
overland flow into a bypass swale .
Basin A2 is approximately 2 .47 acres and is located in the
southwest portion of the Site, which consists of the processing
area, firewater tank and pump, produced water holding tanks,
and a portion of the Site access circulation road . Runoff sheet
flows overland to the southeast corner of the basin to a proposed
15" RCP culvert (Culvert 11 ) where it ultimately outfalls into Basin
A3 at Design Point 2 .
Basin A3 is approximately 3 . 12 acres and is located in the middle
portion of the Site. It consists of future expansion area where
additional tanks could be constructed . Basin A3 will convey flows
that come from Basin A2 . There is a proposed drainage swale
within Basin A3 to convey these flows to a proposed 24" RCP
culvert (Culvert 14) at Design Point 3 . The proposed drainage
swale has been sized to convey the 100-yr flows for Basin A2 and
A3, see Appendix Ffor detailed calculations.
Basin A4 is approximately 2 .35 acres located at the southeast
portion of the Site . Basin A4 consists of a portion of the truck
loading area and truck access of CR6 . Runoff within this basin will
7
sheet flow overland to a proposed drainage swale that has been
sized to convey the 100-yr flow. The downstream portion of the
swale within Basin A4 will receive flows from Basins A2 and A3
and has been sized accordingly to do so, see Appendix F for
detailed calculations. Flows tributary to this basin are conveyed
within the drainage swale to a proposed 30" RCP culvert (Culvert
4) at Design Point 4.
Basin A5 is approximately 3 .58 acres located at the northern
portion of the Site. Basin A5 consists of a portion of open space
and portion of the circulation road for the Site . Runoff within this
basin will sheet flow overland to a proposed drainage swale that
has been sized to convey the 100-yr flow. See Appendix F for
detailed calculations. Flows tributary to this basin are conveyed
within the drainage swale to a proposed 24" RCP (Culvert 10) at
Design Point 5 where it will ultimately outfall into a swale that will
take the flows to the detention pond .
Basin A6 is approximately 0 .87 acres which is located on the far
northern limits of the development and consists of a drainage
swale that carries runoff from the northern circulation road and
the discharge from A5 into the detention pond .
Basin A7 is approximately 2 .87 acres and consists primarily of the
truck load out area which is primarily paved . It is located on the
eastern limits of the development . The discharge from A7 drains
to a trench drain that is intended to catch any spills that occur
within the truck load out. Clean discharge will be released into the
detention pond .
Basin A8 is approximately 3 .76 acres which is located on the far
eastern limits of the development and consists of a proposed
detention pond . The detention pond was sized in accordance
with COGCC Exploration and Production Facility Rule 908 . b .5 . E
and the stormwater outfall has been designed to contain the
water volume from the twenty-five ( 25) year, twenty-four (24)
hour storm . Storms greater than the 25 year event will be
released at a restricted rate matching Weld County Requirements .
All of Basin Hi was also modeled using HEC- HMS to determine the
5-YR release rate for sizing the stormwater detention release (see
Appendix C) .
8
Basin A9 is approximately 4. 27 acres and consists of a large open
space and landscape berm along the site frontage adjacent to
CR6. Runoff within this basin will sheet flow overland to a
proposed drainage swale that has been sized to convey the 100-yr
flow. See Appendix F for detailed calculations. Flows tributary to
this basin are conveyed within the drainage swale to a proposed
18" RCP (Culvert 8) at Design Point 9 where it will ultimately
outfall into a swale that will take the flows to the detention pond .
Basin B1 is approximately 3 . 55 acres and consists of the make-up
produced oil tanks. The containment has also been accounted for
in terms of disturbed area but runoff produced within this area
will not have any impact on any downstream basins. The area
from Basin B1 is also accounted for within the detention
calculations though in reality it is confined by the containment
berms.
Basin B2 is approximately 0.51 acres and consists of tanks and a
small containment area . The containment has also been
accounted for in terms of disturbed area but runoff produced
within this area will not have any impact on any downstream
basins . The area from Basin B2 is also accounted for within the
detention calculations though in reality it is confined by the
containment berms.
In total there is a 23 .35% imperviousness proposed with the
improvements and much of the conveyance is done through long
overland flows both in grass line swales and sheet flow across
undisturbed rangeland . Detailed Rational Method calculations for the 5,
10, and 100 year storm frequencies for these basins can be found in
Appendix E.
Drainage Design Criteria
Development Criteria Reference and Constraints
i . No previous drainage studies are known to exist for the property.
ii . In the historic condition all flows travel overland from west to east. The
proposed Site will interrupt flows from the north and south . These
flows will be collected via swales and culverts and transmitted around
the Site in order to bypass the upstream flow . Flows coming onto the
9
Site will be intercepted by a proposed swale that will convey flows to
the existing 48" CMP culvert located at WCR 7. Flows from the south
portion of the site will be intercepted by a proposed roadside swale
that will ultimately outfall into the existing 48" CMP culvert at WCR 7 .
The proposed buildings, mechanical areas, and gravel roads and parking
areas were accounted for in the proposed site impervious calculations,
as shown in the appendices.
Hydrological Criteria
i. Precipitation frequency for this site was determined using Colorado
Precipitation Frequency Data from NOAA's Website. Using the site
specific estimating tool for the sites coordinates yielded the following
output from NOAA Atlas 2 data :
Map Precipitation ( Inches) Intensity ( In/Hr)
2-year, 6-hour 1. 24 0.207
2-year, 24-hour 1. 83 0.076
100-year, 6-hour 3. 81 0.636
100-year, 24-hour 4. 88 0.204
Design storm rainfall amounts for the 5, 10 and 100 year frequencies
were generated from this data using the UDFCD Rainfall Workbook. IDF
Curves generated from this data along with detailed tables and NOAA
Atlas 2 Isopluvial Maps for each of the design storms can be found in
Appendix B under the "Rainfall Data" . This data and the 1-hour point
rainfall that was generated were used in calculating the runoff in the
Rational Method forms .
Return Rainfall Depth in Inches at Time Duration
Period 5-min 10-ruin 15-min 30-ruin 1 -hr 2-hr 3-hr 6-hr 24-hr
2-yr 0.23 0.37 0.46 0.53 0.81 0.96 1 .07 1 .24 1 .83
5-yr 0.37 0.59 0.74 0.86 1 . 31 1 .43 1 .66 1 .66 2.39
10-yr 0.46 0.73 0.92 1 .07 1 .63 1 .78 r 2.06 2.06 2.89
25-yr r 0.58 0.92 _ 1 . 16 _ 1 .34 2.04 2.26 2.69 2 .69 3.62
50-yr 0.68 1 .09 1 .38 1 .59 2.42 2.70 3.22 3.22 4.24
100-yr 0.79 1 .26 1 .58 1 .83 2.79 3. 14 3.81 3.81 4.88
500-yr 1 .01 1 .61 2.02 2.34 3.57 3.97 4.75 4.75 6.05
ii . The 5, 10, and 100 year storm recurrence intervals for this site were
analyzed per Weld County specification .
10
iii . For basins less than 160 acres the Rational Method was used to
determine peak runoff. For basins larger than 160 acres the Hydrologic
Modeling Program HEC-HMS was used . HEC-HMS was primarily used on
the off-site runoff and for comparison of the site runoff conditions
between existing and proposed conditions. Basins Al-A5 were routed
to the proposed detention pond located on the east side of the Site
where it will ultimately outfall into existing 48" CMP culvert within
Weld County Road 7 . A summary of each of these computed flows for
the 5, 10, and 100-YR storm frequencies can be found in Appendix E.
An output graph and hydrograph output can also be found in Appendix
E. A runoff summary is noted on the Historic and Proposed drainage
plans provided in Appendix G and H.
The Rational Method was used exclusively for the developed site basins
being that they are all less than 160 acres. Spreadsheet results for
Rational Method calculations can be found in Appendix E and a runoff
summary are noted on the Proposed Drainage Plan as well is below:
HISTORIC RUNOFF SUMMARY
(HEC-HMS )
5-YR RUNOFF 10-YR RUNOFF 100-YR RUNOFF
DESIGN DESIGN AREA C5 Q5 C10 Q10 C100 Q100
POINT BASIN (sq. miles) (cfs) (cfs) (cfs)
- - - -
1 H1 0 .04 0 . 15 4.2 0.25 7.7 0.50 26.9
2 H2 0 . 19 0 . 15 25. 1 0.25 46.0 0.50 152.6
3 H3 0 .29 0. 15 36 .9 0.25 67.8 _ 0.50 228.3
DEVELOPED RUNOFF SUMMARY
(RATIONAL METHOD )
5-YR RUNOFF 10-YR RUNOFF 100-YR RUNOFF
DESIGN DESIGN AREA C5 Qs C10 Q10 C100 Q100
POINT BASIN (acres) (cfs) (cfs) (cfs)
1 Al 19.05 0.09 4. 1 0 . 16 8.9 0.36 33.4
2 A2 2.47 0.30 2. 3 0 .36 3.5 0.50 8.2
3 A3 3. 12 0.28 4.2 0.34 6.2 0.49 15. 1
4 A4 2. 35 0.36 5.9 0 .41 8.7 0.55 20.7 ,
5 A5 3. 58 0.26 2.7 0 .32 4.2 0.47 10.6
11.
6 A6 0. 87 0.22 2.9 0 .28 4.5 0.44 11 .6
7 A7 2. 87 0.89 10.2 0.91 13.0 0.95 23.2
8 A8 3. 76 0.09 1 . 1 0 . 16 2A 0.36 9. 1
9 A9 4.27 0. 16 2.0 0 .22 3.4 0.41 10.8
iv. Detention calculations were performed using the UDFCD's UD-
Detention v2. 31 spreadsheet along with the existing and proposed HEC-
HMS conditions.
v. All offsite flows will be routed through and around the proposed Site.
The detention pond will convey the developed flows from within the
proposed Site. Flows overtopping the pond will ultimately overtop the
emergency overflow which has been designed to be 130 foot wide and
capable of passing the 100-YR developed inflow ( Basins A1-A9 & B1-B2 )
totaling 169 CFS at a depth of approximately 6 inches. The emergency
overflow is designed to convey approximately 171 CFS.
Hydraulic Criteria
i . A swale is proposed to follow the proposed Site boundary from the
west of the Site to the east of the Site in order to bypass upstream
runoff from undeveloped portions of the site and offsite drainage as it
is transmitted via overland flow and discharge it to the existing 48"
CMP culvert under CR 7 . This swale will be trapezoidal in section with
4 : 1 side slopes and a 12 foot wide bottom . The swale will follow the
typical grade of the site at no less than 0.50%. An analysis of a typical
swale section was performed using Hydraflow. The results indicate a 3
foot deep swale with the section outlined above will carry 838 CFS. All
swales on the site are compliant with Table 5-9 of the Weld County
Engineering Criteria . These swales will ultimately drain either to the
proposed detention pond or be spread out to sheet flow conditions
before leaving the site . See Appendix F, "Hydraulic Computations," for
details.
The low point for the swales internal to the project will be at the east
side of the site where the detention pond is located . Culverts were
modeled using Hydraflow. Each culvert was sized to easily pass the 10-
YR flow with a head to pipe diameter ratio of less than 1 .5 in
accordance with County Code on the upstream end of the pipe .
Calculations for the swale as well as each of the culverts identified on
the drainage plan and construction drawings can be found in Appendix
C and D.
12
ii . The detention pond was sized in accordance with COGCC Exploration
and Production Facility Rules 908. b.5 . E and the stormwater outfall has
been designed to contain the water volume from the twenty-five (25 )
year, twenty-four ( 24) hour storm volume which was calculated to be
2 .9 acre-ft. Storms greater than the 25 year event will be restricted and
released at the 5-yr historic rate matching Weld County Requirements.
The Hydrograph method based on the 10-YR and 100-YR developed site
inflow hydrographs calculated using HEC-HMS for Basins A. The
junction of these flows for the 10-YR and 100-YR frequency was used as
the input for the UD Detention sizing based on the hydrograph method .
The total area for these basins is 24.44 acres. The release rate is based
on the 5-yr historic runoff for the 24.44 acres tributary to the detention
pond above the 25-yr retention volume . The Rational Method was used
to determine the appropriate release . The model calculated a peak
discharge that is restricted to 4.2 CFS for the contributing area . The
minor 10-YR storage based on the hydrograph spreadsheet is 0 .41 acre-
ft and the 100-YR storage volume was calculated to be 3 . 58 acre-ft. The
historic and proposed HEC HMS results and hydrograph data can be
found in Appendix F "Hydraulic Computations."
The detention outlet structure was designed using the UDFCD's UD-
Detention v2 .31 spreadsheet, the results can be found in Appendix F
" Hydraulic Computations." The proposed structure is described in the
spreadsheet as Routing Order #3, a rectangular box with a single stage
open grate on the top. The grate elevation is 5192 . 75 which are also
equal to the 25-yr water surface elevation, the 100-yr pond surface
(storage) elevation is 5193 .91. The ultimate overflow weir elevation
occurs at 5194.91 and provides an additional 1 foot of freeboard
beyond the 100-yr storage volume . The 18" outlet culvert has been
sized to pass the maximum release rate of 4. 2 CFS for the developed
site with a restrictor plate designed to achieve this flow. Flows from the
outfall structure will release into a low tailwater basin just before
releasing into the main channel and crossing WCR 7. See Appendix F
"Hydraulic Computations," for all detention storage sizing, outlet
calculations, and stage storage tables for the proposed detention pond .
iii . Water Quality is provided by way of the 25-yr retention volume .
iv. Culverts will convey flows around and through the site and
maintenance road network. RCP with Manning's n-value of 0.013 is the
pipe material that has been selected . Diameter and slope vary as
13
needed to convey the 10-YR peak flows as shown in the appendices.
HGLs and EGLs were calculated using Hydraflow software. Refer to the
Appendix F, "Hydraulic Computations," for results of those calculations.
v. No inlet or manhole systems will be installed as part of this project.
vi . All culvert and detention outlet points will be protected by rip rap. The
outlet for the detention pond has been designed with a low tailwater
basin to provide additional erosion and sediment control as well as to
dissipate the outflow from the pipe . All rip-rap is proposed to be Type
"L" with dimensions as noted on the construction drawings and
summarized below:
RIPRAP SIZING TABLE
Culvert Rock D50 T L W
Type (inches) (feet) (feet) (feet)
Culvert 4 Type L 9 1.5 10 10
Culvert 7 Type L 9 1.5 6 6
Culvert 10 Type L 9 1.5 8 8
Culvert 11 Type L 9 1.5 5 5
Culvert 14 Type L 9 1.5 8 8
Calculations for the riprap sizing can also be found in Appendix F
" Hydraulic Computations." The outlets for each culvert have been
designed with a low tailwater basin to provide additional erosion and
sediment control as well as to dissipate the outflow from the pipe.
vii . Native seed will be applied to any disturbed areas as a means of
permanent erosion control .
viii . Only methods approved in the COGCC Rules, Weld County code, or the
Weld County Drainage Criteria update to the UDFCD Criteria Manual
were used for this analysis.
General Concept
i. Wherever possible, the historic drainage patterns for the site have been
preserved . A combination of swales and culverts will be employed to
divert water along and through the Site to a detention pond at the east
side . It is anticipated that flows north and west of the proposed site
will remain in the historic condition . An outlet structure will drain the
14
pond returning the developed flows to the historic pattern . Using a low
tailwater basin to dissipate velocity and spread the flow.
ii . Offsite flows will bypass the Site and remain at the historic condition
and flow path .
iii . The appendices contain copies of all calculations, models, and
resources referenced in previous sections that were used in the
creation of this analysis.
iv. Hydraulic structures present in this design include culverts, swales, and
the detention pond outlet structure mentioned in previous sections. No
other structures are anticipated for this project.
Specific Details
i . A maintenance road will be constructed which will be used for
maintenance and access to drainage facilities. The side slopes of the
detention pond have been designed to be gradual so that it may be
accessed from the west at a 4: 1 slope. Encana will be responsible for all
maintenance of the stormwater detention and site infrastructure.
In addition the following design considerations have been considered
for maintenance purposes :
• A design slope of at least 0 .5% in the vegetated bottom of the
basin has been provided to help maintain the appearance of the
turf grass in the bottom of the basin and reduce the possibility of
saturated areas that may produce unwanted species of vegetation
and mosquito breeding conditions. Verify slopes during
construction, prior to vegetation .
• Trash rack sizing recommendations have been implemented per
UDFCD .
• Access has been provided to the outlet and micropool for
maintenance purposes .
ii . The improvements noted are subject to a Use By Special Review ( USR)
approval as well as Grading Permit and Building Permit applications
through Weld County. The disturbance will require a CDPHE Permit for
construction discharge .
15
Conclusions
Compliance with Weld County Code
i. This drainage design conforms to all applicable Weld County codes and
regulations.
Drainage Concept
i. This drainage design will be effective in controlling damage due to storm
runoff for all storms up to and including the 100 year event. Off-site
flows will bypass much of the proposed improvements and flow
downstream along the historic flow path . On-site runoff from the 10-
year and 100-year storm falling on the developed site will be detained
within a pond and the detained water will be released at the rate of the
runoff of the 5-year storm falling on the undeveloped pond catchment.
Water quality is provided within the 25-yr retention volume . Much of
the runoff within the site will be contained within spill containment
berms and/or infiltrate before getting to the detention pond . What does
not infiltrate will be detained and released at the 5-YR historic rate .
ii . The proposed development will not impact any existing Weld County
Master Drainage Plan recommendations.
iii . No approval from offsite jurisdictions is required for this project.
References
1. Urban Storm Drainage Criteria Manual, Volumes 1 -3; Urban
Drainage and Flood Control District, Denver, CO . June 2001
( Revised April 2008) .
2. Weld County Storm Drainage Criteria Addendum to the Urban
Strom Drainage Criteria Manuals Volumes 1, 2, and 3. Weld
County Code Article XI and Appendix 8L. Weld County Public
Works Department, Greeley, CO. October 2006
3. Home Rule Charter for the County of Weld, CO. November 6, 2009
4. COGCC Amended Rules, Series 100-1200, As of February 1, 2014
16
APPENDIX
A. FIRM MAP & SOILS MAP
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Custom Soil Resource Report
Table—Hydrologic Soil Group ( Liquids Handling Hub ( Historic))
Hydrologic Soil Group— Summary by Map Unit — Weld County, Colorado, Southern Part (CO618)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
13 Cascajo gravelly sandy A 13.9 2.0%
loam, 5 to 20 percent
slopes
17 Colby loam, 5 to 9 percent B 19.6 2.8%
slopes
36 ' Midway-Shingle complex, D 0.6 0.1%
5 to 20 percent slopes
40 Nunn loam, 1 to 3 percent C 293.3 41 .2%
slopes
42 Nunn clay loam, 1 to 3 C 49.2 6.9%
percent slopes
56 Renohill clay loam, 0 to 3 C 18.4 2.6%
percent slopes
57 Renohill day loam, 3 to 9 C 13.5 1 .9%
percent slopes
67 Ulm clay loam, 3 to 5 C 80.4 11 .3%
percent slopes
83 Wiley-Colby complex, 3 to B 222.5 31 .3%
5 percent slopes
Totals for Area of Interest T11.5 100.0%
Rating Options—Hydrologic Soil Group ( Liquids Handling Hub
( Historic))
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
27
B. RAINFALL DATA
8/9/13 Precipitation Frequency Data Server
��.* a� NOAA Atlas 14, Volume 8, Version 2 l-ww,
a V 1,. Location name: Erie, Colorado, US / none .
=; • Coordinates: 40.0328, -105.0085 9
`t, MP 1 Elevation: 5242 ft*
3).4Ttt a t • source: Google Maps �.�. ,.�
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy. Michael St. Laurent, Carl Trypaluk
Dale Unruh, Michael Yelda, Geoffery Bonnin
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years )
Duration 1 2 5 10 25 50 100 200 500 �9 1000 I
5-min 0.222 0.272 0.368 0.461 0.610 0/40 0.885 1 .05 1 .28 1 .48
(0.172-0.287) (0.210-0.352) (0.283-0.477) (0.353-0.601) (0.462-0.851) (0.543-1.04) (0.627-1.28) (0.712-1.55) (0.838-1.95) (0.933-2.25)
10-min 0.325 0.398 0.538 0.675 0.892 1.08 1 .29 1 .53 1.88 2.16
(0.252-0.420) (0.308-0.515) (0.415.0.699) (0.517-0.880) (0.676-1.25) (0.796-1.52) (0.919-1.87) (1.04-2.27) (1.23-2.85) (1.37-3.30)
15-min 0.397 0.485 0.657 0.823 1 .09 1.32 1.58 1 .87 2.29 2.63
(0.307-0.513) (0.375-0.628) (0.506-0.852) (0.631-1.07) (0.824-1.52) (0.970-1.86) (1.12-2.28) (1.27-2.77) (1.50-3.48) (1.67-4.02)
30-min 0.546 0.667 0.900 1 .13 1 .49 1.80 2.15 2.54 3.11 3.58
(0.422-0.705) (0.516-0.863) (0.694-1 .17) (0.864-1.47) (1.13-2.08) (1.32-2.54) (1.53-3.11) (1.73-3.77) (2.04-4.74) (2.27-5.47)
60-min 0.665 0.819 111 1 .39 1.84 2.23 2.66 313 3.82 4.39
(0.515-0.859) (0.633-1.06) (0.857-1.44) (1.07-1.82) (1.39-2.56) (1.63-3.13) (1.88-3.83) (2.13-4.64) (2.50-5.82) (2.78-6.71)
•
0.784 0.970 1 .32 1 .66 2.19 2.65 3.16 3.72 4.53 5.20
2-hr (0.614-1.00) (0.759-1.24) (1.03-1.70) (1.29-2.14) (1.67-3.01) (1.97-3.67) (2.26-4.49) (2.56-5.43) (3.00-6.80) (3.33-7.84)
3-hr 0.847 1 .05 1 .43 1 .79 2.36 2.85 3.39 3.99 4.85 5.56
(0.667-1.07) (0.827-1.33) (1.12-1.82) (1.40-2.29) (1.81-3.22) (2.13-3.92) (2.44-4.78) (2.76.5.77) (3.22-7.21) (3.58-8.30)
6-hr 1 .01 1 .24 1 .66 2.06 2.69 3.22 3.81 4.45 5.38 6.14
(0.803-1.26) (0.985-1.55) (1 .32-2.09) (1.63-2.61) (2.08-3.61) (2.43-4.36) (2.77-5.28) (3.11-6.35) (3.61.7.88) (3.99-9.04)
12-hr 1 .26 1 .51 1 .98 2.42 3.09 3.67 4.29 4.97 5.95 6/5
(1.01-1.55) (1.22-1.87) (1 .59.2.46) (1.93-3.01) (2.42-4.08) (2.79-4.88) (3.15-5.86) (3.51-6.98) (4.04-8.58) (4.44-9.80)
1 .52 1 .83 2.39 2.89 3.62 4.24 4.88 5.58 6.56 7.34
24-hr
(1.24-1.85) (1.49-2.24) (1 .94-2.93) (2.33-3.55) (2.85-4.68) (3.25-5.53) (3.62-6.54) (3.97-7.68) (4.49-9.29) (4.88-10.5)
2-day 1 .74 2.14 2.82 3.40 4.22 4.86 5.52 6.21 7.14 7.86
(1.43-2.09) (1.76-2.58) (2.32-3.41) (2.77-4.13) (3.33-5.32) (3.75-6.22) (4.12-7.25) (4.45-8.38) (4.92-9.91) (5.28-11.1)
3-day 1 .90 2.31 3.00 3.59 4.42 5.07 5.74 6.44 7.38 8.11
(1.57-2.26) (1.91-2.76) (2.48-3.60) (2.95-4.32) (3.52-5.52) (3.94-6.43) (4.32-7.47) (4.64-8.61) (5.12-10.2) (5.48-11.3)
4-day 2.02 2.43 3.12 3.70 4.53 1 5.19 5.86 1 6.57 1 7.52 8.27
(1.69-2.41) (2.03-2.89) (2.59-3.72) (3.06-4.43) (3.62-5.63) (4.05-6.54) (4.43-7.58) (4.76-8.73) (5.25-10.3) (5.62-11.5)
7-day 2.33 2.74 3.42 4.01 4.84 5.50 6.18 6.89 7.85 8.60
(1.96-2.74) (2.30-3.22) (2.87-4.04) (3.34-4.75) (3.91-5.95) (4.34-6.86) (4.71-7.90) (5.04-9.05) (5.53-10.6) (5.90-11.8)
10-day 2.59 3.01 311 4.31 5.16 5.82 6.50 7.21 8.17 8.91
(2.19-3.02) (2.55-3.52) (3.13-4.35) (3.62-5.07) (4.19-6.28) (4.62-7.20) (4.99-8.24) (5.31-9.40) (5.79-11 .0) (6.15-12.1)
20-day 3.34 3.82 4.61 5.28 6.19 6.90 7.61 8.34 9.30 10.0
(2.86-3.84) (3.27-4.40) (3.94-5.33) (4.48-6.12) (5.08-7.41) (5.53-8.38) (5.90-9.48) (6.20-10.7) (6.66-12.2) (7.00-13.4)
30-day 3.93 4.49 5.39 6.14 7.15 7.92 8.68 9.45 10.4 11 .2
(3.39-4.49) (3.87-5.13) (4.64-6.18) (5.25-7.07) (5.90-8.46) (6.39-9.52) (6.77-10.7) (7.07-12.0) (7.52-13.6) (7.86-14.9)
45-day 4.64 5.32 6.40 7.28 8.45 9.32 10.2 11.0 12.1 12.9
(4.04-5.26) (4.62-6.03) (5.54-7.28) (6.27-8.31) (7.01-9.89) (7.57-11.1) (7.98-12.4) (8.29-13.8) (8.75-15.6) (9.10-16.9)
60-day 5.22 6.02 7.27 8.28 9.60 10.6 11 .5 12.4 13.6 14.4
(4.57-5.88) (5.25-6.78) (6.33-8.22) (7.16-9.39) (8.00-11.2) (8.63-12.5) (9.08-13.9) (9.41-15.5) (9.89-17.4) (10.3-18.9)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of 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 duration and average recurrence interval) w ill 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 RYP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
hdsc.nws.noaa.g olhdsc/pfds/pfds_printpag e.html?Iat=40.0328&lon=-105.0085&data=depth&units=eng l ish&series=pds 1/4
8/9/13 Precipitation Freq uency Data Server
NOAA Atlas 14, Volume 8, Version 2
enop
\is\ Location name : Erie, Colorado, US* : R0HB
• 4:a - Coordinates: 40.0330, -105.0099 Vat
eP Elevation: 5243 ft*
' source Google Maps 41,1F ,,
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk
Dale Unruh, Michael Yelda, Geoffery Bonnin
NOAA. National Weather Service, Silver Spring, Maryland
PF tabular I PF Graphical I Maps ffifierials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval (years)
Duration
1 2 5 (l _ 10 1 25 j 50 100 200 500 1000
5-min 2.66 3.26 4.42 5.53 7.32 8.88 10.6 12.6 15.4 17.7
(2.06-3.44) (2.52-4.22) (3.40-5.72) (4.24-7.21) I (5.54-10.2) (6.52-12.5) (7.52-15.3) (8.5418.6) (10.1-23.4) (11.2-27.0)
110-min 1 .95 2.39 3.23 4.05 5.35 6.50 7.77 9.19 11.3 13.0
(1.51-2.52) (1.85-3.09) (2.49-4.19) (3.10-5.28)J (4.06-7.48) (4.78-9.14) (5.51-11.2) (6.25.13.6) (7.36-17.1) I (8.20.19.8) I
15-min 1.59 1.94 2.63 3.29 4.35 5.29 6.32 7.47 9.15 10.5
(1.23-2.05) (1.50-2.51) (2.02-3.41) (2.52-4.29) (3.30-6.08) I (3.88-7.44) (4.48-9.11) (5.08-11 .1 ) (5.98-13.9) I (6.67-16.1)
30-min 1.09 1.33 1.80 225 298 3.61 4.31 5.09 622 7.16
(0.844-1.41) (1.03-1.73) (1.39-2.34) 1 (1.73-2.94) 1 (2.25-4.15) 1 (2.65-5.07) (3.06-6.21) L3.46-7.54))[(4.07-9.47)j[(4.53-10.9)
60-min 0.665 0.819 1.11 1.39 1.84 223 2.66 3.13 3.82 4.39
(0.515-0.859) (0.633-1.06) (0.857-1.44) [(1.07-1 .82) (1.39-2.56) L(1 .63-3.13)J (1.88-3.83). (2.13.4.64) (2.50-5.82) (2.78-6.71)
2-hr 0.392 0.485 I 0.661 0.830 1.09 1.32 1.58 1.86 2.27 2.60
I (0.307-0.500) (0.380-0.620) (0.515-0.84il
(0.643-1 .07) (0.836-1 .51)I (0.982-1.84) I (1.13-2.24) (1.28-2.71) (1 .50-3.40) (1.66-3.92)
3-hr 0.282 0.350 0.477 0.598 0.787 0.950 1.13 1.33 1 .61 1 .85
(0.222-0.358) (0.275-0.444) (0.374-0.607) l(0.466-0.764)Il (0.604-1.07) (0.709-1.31) (0.814-1.59) (0.918-1 .92) (1 .07-2.40) (1.19-2.76) l
6-hr 0.169 0207 0278 0.345 0.449 0.538 0.636 0.743 0.898 1 .02
(0.134-0.211)1 (0.164-0.259) ((0.220-0.349) l(0.272-0.435) (0.348-0.602 (0.405-0.728) (0.463-0.882) (0.519-1 .06) jl (0.603-1 .32) (0.667-1 .51)
12-hr 0.104 0.126 I 0.165 0.201 0.257 0.304 0.356 0.413 0.494 0.560
(0.084-0.129 (0.101-0.155) (0.132-0.204) (0.160-0.250) (0.201-0.338) (0.231 -0.405) (0.262-0.486) (0.291-0.579) (0.335.0.712) (0.368-0.813)
•
24-hr 0.063 0.076 0.100 0.120 0.151 0.176 0.204 0.232 0.273 0.306
(0.052-0.077) (0.062-0.093) (0.081-0.122) (0.097-0.148) (0.119-0.195) (0.135-0.230) (0.151-0.273) (0.165-0.320) (0.187-0.387) (0.203-0.438)
2-day 0.036 0.045 0.059 0.071 0.088 0101 0115 0.129 0.149 0.164
(0.030-0.044) (0.037-0.054) (0.048-0.071) (0.058-0.086) (0.069-0.111) (0.078-0.130) (0.086-0.151) (0.093-0.175) (0.103-0.206) (0.110.0.231)
3-day 0.026 0.032 0.042 0.050 0.061 0.070 0.080 0.089 0.102 0.113
(0.022-0.031) (0.027-0.038) (0.034-0.050) (0.041-0.060) (0.049-0.077) (0.055-0.089) (0.060.0.104) (0.065-0.120) (0.071-0.141) (0.076-0.157)
4-day 0.021 0.025 0.032 0.039 0.047 0.054 0.061 0.068 0.078 0.086
(0.018-0.025) (0.021-0.030) (0.027-0.039) (0.032-0.046) (0.038-0.059) (0.042-0.068) (0.046-0.079) (0.050-0.091) (0.055-0.107) (0.059-0.120)
7-day 0.014 0.016 0.020 0.024 0.029 0.033 0.037 0.041 0.047 0.051
(0.012-0.016) (0.014-0.019) (0.017-0.024) (0.020-0.028) (0.023-0.035) (0.026-0.041) (0.028-0.047) (0.030-0.054) (0.033-0.063) (0.035-0.070)
10-day 0.011 0.013 0.015 0.018 0.021 0.024 0.027 0.030 0.034 0.037
(0.009-0.013) (0.011-0.015) (0.013-0.018) (0.015.0.021) (0.017-0.026) (0.019-0.030) (0.021-0.034) (0.022-0.039) (0.024-0.046) (0.026-0.051)
20-day 0.007 0.008 0.010 0.011 0.013 0.014 0.016 0.017 0.019 0.021
(0.006-0.008) (0.007-0.009) (0.008-0.011) (0.009-0.013) (0.011-0.015) (0.012-0.017) (0.012-0.020) (0.013-0.022) (0.014-0.026) (0.015-0.028)
•
30-day 0.005 0.006 0.007 0.009 0.010 0.011 0.012 0.013 0.014 0.016
(0.005-0.006) (0.005-0.007) (0.006-0.009) (0.007-0.010) (0.008-0.012) (0.009-0.013) (0.009-0.015) (0.010-0.017) (0.010-0.019) (0.011-0.021)
45-day 0.004 0.005 0.006 I 0.007 0.008 0.009 0.009 0.010 0.011 0.012
(0.004-0.005) (0.004-0.006) (0.005-0.007) (0.006-0.008) (0.006-0.009) (0.007-0.010) (0.007-0.011 ) (0.008-0.013) (0.008-0.014) (0.008-0.016)
NO-day 0.004 0.004 0.005 0.006 0.007 0.007 0.008 0.009 0.009 0.010
(0.003-0.004) (0.004-0.005) (0.004-0.006) (0.005-0.007) (0.006-0.008) (0.006-0.009) (0.006-0.010)i (0.007-0.011) (0.007-0.012) (0.007-0.013)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at low er and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration 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 (PIP) estimates and may be higher than currently valid Plv1Pvalues.
Reese refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
hdsc.nws.noaa.g ov/hdsc/pfds/pfds jri ntpag e.html?lat=40.0330&Ion=-105.0099&data=i ntensi ty&uni is=eng I i sh&series=pds 1/4
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Depth-Duration-Frequency and Intensity-Duration-Frequency
Tables for Colorado Hydrologic Zones 1 through 4
Blue cells are inputs
Project: Liquids Handling Hub
Where is the Watershed Located'
0[ Hydrologic Zone (1 , 2, 3, or 4) _ ' 1 (see map)
Located within UDFCD Boundary Elevation at Center of Watershed = 5,220 ft
0Located outside of UDFCD Boundary Watershed Area (Optional) = N/A sq. ml.
(Optional) Select a location within the UDFCD boundary; I No
1 . Rainfall Depth-Duration-Frequency Table
If within the UDFCD Boundary, Enter the 1 -hour and 6-hour rainfall depths from the USDCM Volume 1 .
Otherwise, Enter the 6-hour and 24-hour rainfall depths from the NOAA Atlas 2 Volume III
Return Rainfall Depth in Inches at Time Duration
Period 5-ruin 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr
2-yr 0.23 0.37 0.46 0.53 0 81 0.96 1 .07 1 .24 1 .83
5-yr 0.37 0.59 0.74 0.86 1 .31 1 .43 1 .52 1 .66 2.39
10-yr 0.46 0.73 0.92 1 .07 1 .63 1 .78 1 .89 2.06 2.89
25-yr 0 58 0.92 1 . 16 1 .34 2 04 2.26 2.43 2.69 3.62
50-yr 0 68 1 .09 1 38 1 .59 2.42 2.70 2.90 3.22 4.24
100-yr 0.79 1 .26 1 .58 1 .83 2.79 3. 14 3.40 3.81 4.88
500-yr 1 .01 1 .61 2.02 2 34 3.57 3.97 4.28 4.75 6 05
Note: Refer to Figures 4-1 through 4-12 of USDCM Volume 1 for 1-hr and 6-hr rainfall depths
Refer to NOAA Atlas 2 Volume III isopluvial maps for 6-hr and 24-hr rainfall depths
Rainfall depths for durations less than 1-hr are calculated using Equation 4-4 in USDCM Volume 1
2. Rainfall Intensity-Duration-Frequency Table
Return Rainfall Intensity in Inches Per Hour at Time Duration
Period 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr
2-yr 2.76 2 20 1 .85 1 .28 0.81 0.51 0.38 0.22 0.08
5-yr 4.43 3.53 2.96 2 05 1 .31 0.81 _ 0.60 0.36 0. 12
10-yr 5 53 4.41 3 70 2.56 1 .63 1 .01 0.75 0.44 0. 15
25-yr 6 91 5.52 4.63 3.20 2 04 1 27 0.94 0.56 0. 19
50-yr 8.22 6 56 5 50 3.80 2.42 1 .51 1 . 12 0 66 0.23
100-yr 9.45 7.54 6.32 4.37 2 79 1 .73 1 .28 0.76 0.26
500-yr 12.10 9 65 8. 10 5.60 3.57 2.22 1 .64 0 97 0.33
Note: Intensity approximated using 1-hr rainfa'l depths and Equation 4-3 in USDCM Volume 1
226 UD-Rain_v1 .01 .xlsm, DDF & IDF Tables 10/14/2013, 11 :55 AM
Depth-Duration-Frequency and Intensity-Duration-Frequency
Tables for Colorado Hydrologic Zones 1 through 4
lot IM 10• '01 *0)
1 I 1• 1 11
I - .
/ I
/
1
1
' I I
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Design Rainfall IDF & DDF Chart —i-24-hr depth
--0 6-hr depth
7 i -- 0
_______I -0-3-hr depth
2-hr depth
6 • - - - - - 2
- --1-hr depth
l
A 30-min depth
5 i - - - —. 4 0
4. .c —9-15-min depth
LA L") -o-10-min depth
la ta
cu
4 - „ / 6 U --a-5-min depth
a
Q /. ,?' - - 24-hr intensity
O
To' 3 g c
a, -- 6-hr intensity
c O - c
Co -
cc _ p 3-hr intensity
2 C. ` 10 ,c
A cc 2-hr intensity
4� Q Y a
I 1-hr intensity
4
1 ite 4 12 30-min intensity
+
15-min intensity
d
0 • - - — • 14 10-min intensity
1 10 100 —5-min intensity
Return Period (years)
226 UD-Rain_v1 .01 .xlsm, DDF & IDF Tables 10/14/2013, 11 :55 AM
C. HEC- HMS CALCULATIONS AND OUTPUT (HISTORIC)
Table 2.2c.—Runoff curve numbera for other agricultural lands'
Curve numbers for
Cover description hydrologic soil group—
Hydrologic
Cover type condition A B C D
Pasture, grassland, or range—continuous Poor 68 79 86 89
forage for grazing.2 Fair 49 69 79 84
Good 39 61 74 80
Meadow—continuous grass, protected from — 30 58 71 78
grazing and generally mowed for hay.
Brush—brush-weed-grass mixture with brush Poor 48 67 77 83
the major element.3 Fair 35 56 70 77
Good '30 48 65 73
Woods—grass combination (orchard Poor 57 73 82 86
or tree farm).s Fair 43 65 76 82
Good 32 58 72 79
Woods.e Poor 45 66 77 83
Fair 36 60 73 79
Good 430 55 70 77
Farmsteads—buildings, lanes: driveways, — 59 74 82 86
and surrounding lots.
'Average runoff condition, and I,, = 0.2S.
21'uur: < 50Y ground cover or heavily grazed with nu mulch.
Fair: 50 to 75r4 ground cover and not heavily grazed.
Good: > 75% ground cover and light!) or only occasionally grazed.
3Pour: < 50% ground cover.
Fair: 50 to 75' ground cover.
Good: >757, ground cover.
'Actual curve number is less than 30; use CN = 30 for runoff computations.
'CN's shown were computed for areas with 50C woods and 50'4 grass (pasture) cover. Other combinations of conditions may be computed
from the CN's fur Hoods and pasture.
81)our.: Forest litter. small trees. and brush are destroyed by heavy grazing or regular burning.
Fair: Woods are grazed but nut burned, and some forest liner covers the soil.
Good: Woods are protected from grazing, and litter and brush adequately cover the soil.
(210-VI-TR-55, Second Ed., June 1986) 2-7
HEC- HMS
HISTORIC MODEL
INPUT PERAMETERS
SCS
Area Curve Snyder Peaking
Basin (MI2) Number Imperviousness % Lag (HR) Coefficient
.
A 0.03819 79 30. 7 0.42 0.48
.
H1 0.03819 79 0.6 0.48 0.48
H2 . 0. 1923 I 79 I 0. 6 0. 61 0. 71
H3 0. 2851 79 0. 6 0. 51 0.61
Project: Overall Historic Simulation Run : 5YR STM
Start of Run : 01Jan2013 , 00 :00 Basin Model : Historic
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : Syr
Compute Time : 16Sep2013, 12 : 59: 09 Control Specifications : Minor Storm
Hydrologic Drainage Area Peak DischargeTime of Peak Volume
Element ( MI2) (CFS ) (AC-FT)
Basin-H1 0 . 03819 4 .2 01Jan2013, 03: 50 0.6
Basin-H2 I 0 . 19123 25. 1 01Jan2013, 03: 55 3.2
Basin-h3 0 .28510 36.9 01Jan2013, 03: 50 4. 7
Project: Overall Historic Simulation Run : 10YR STM
Start of Run : 01Jan2013 , 00 :00 Basin Model : Historic
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : 10yr
Compute Time : 16Sep2013, 12 : 59: 09 Control Specifications : Minor Storm
Hydrologic Drainage Area Peak DischargeTime of Peak Volume
Element ( MI2) (CFS ) ( IN )
Basin-H1 0 . 03819 7 .7 01Jan2013, 03: 50 0. 55
Basin-H2 I 0 . 19123 46 .0 01Jan2013, 03: 55 0. 55
Basin-h3 0 .28510 67 . 8 01Jan2013, 03: 50 0. 55
Project: Overall Historic Simulation Run : 100YR STM
Start of Run : 01Jan2013 , 00 :00 Basin Model : Historic
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : 100yr
Compute Time : 16Sep2013, 12 : 59: 08 Control Specifications : Major Storm
Hydrologic Drainage Area Peak DischargeTime of Peak Volume
Element ( MI2) (CFS ) (AC-FT)
Basin-H1 0 . 03819 26.9 01Jan2013, 03: 50 3. 7
Basin-H2 I 0 . 19123 152 .6 . 01Jan2013, 03: 50 18 .6
Basin-h3 0 .28510 228 .3 01Jan2013, 03: 50 27 .7
D. HEC- HMS CALCULATIONS AND OUTPUT (PROPOSED)
Project: Proposed Simulation Run : 5YR STM
Start of Run : 01Jan2013 , 00 :00 Basin Model : Proposed
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : 5yr
Compute Time : 16Sep2013, 12 : 36:44 Control Specifications : Minor Storm
Hydrologic Drainage Area Peak DischargeTime of Peak Volume
Element ( MI2) (CFS ) (AC-FT)
Basin-A Proposed 0 . 03819 9 .4 01Jan2013, 03:45 1 .4
Basin-H2 0 . 19123 25. 1 01Jan2013, 03: 55 3.2
Basin-H3 0 .28510 36.9 01Jan2013, 03: 50 4. 7
Project: Proposed
Simulation Run : 5YR STM Subbasin : Basin-A Proposed
Start of Run : 01Jan2013 , 00 :00 Basin Model : Proposed
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : 5yr
Compute Time : 16Sep2013, 12 : 36:44 Control Specifications : Minor
Date Time Precip Loss Excess Direct FIc \Baseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 00 :00 0. 0 0 .0 0 . 0
01Jan2013 00 :05 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 00 : 10 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 00 : 15 0.01 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 00 :20 0.01 0.00 0.00 0. 1 0 . 0 0 . 1
01Jan2013 00 :25 0.01 0.00 0.00 0. 1 0.0 0 . 1
01Jan2013 00 : 30 0.01 0.00 0.00 0.2 0 .0 0. 2
01Jan2013 00 : 35 0.01 0.00 0.00 0.2 0 . 0 0.2
01Jan2013 00 :40 0.01 0.00 0.00 0.2 0 .0 0.2
01Jan2013 00 :45 0.01 0.00 0.00 0. 3 0 .0 0 .3
01Jan2013 00 : 50 0.01 0.00 0.00 0.3 0. 0 0 .3
01Jan2013 i 00 : 55 0.01 0.00 0.00 0. 3 0. 0 0 .3
01Jan2013 01 :00 0.01 0.00 0.00 0.4 0 .0 0.4
01Jan2013 01 : 05 0.01 0.00 0.00 0.4 0.0 0.4
01Jan2013 01 : 10 0.01 0.00 0.00 0.4 0. 0 i 0.4
01Jan2013 01 : 15 0. 01 0.00 0.00 0.4 0 . 0 0.4
01Jan2013 01 :20 0.01 0. 01 0.00 0. 5 0 .0 0. 5
01Jan2013 01 :25 0.01 0.01 0.00 0. 5 0.0 0 .5
01Jan2013 01 : 30 0.01 0.01 0.00 0. 5 0.0 0. 5
01Jan2013 01 : 35 0.01 0.01 0.00 0. 5 0 . 0 0 .5
01Jan2013 01 :40 0.01 0.01 0.00 0. 5 0 .0 0.5
01Jan2013 01 :45 0.01 0.01 0 .00 0.6 0 . 0 0 .6
01Jan2013 01 : 50 0.01 0.01 0 .00 0.6 0. 0 0.6
01Jan2013 01 : 55 0.01 0.01 0.00 0.6 0. 0 0.6
01Jan2013 02 : 00 0.01 0.01 0.00 0.6 0. 0 0 . 6
Page 1
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 02 : 05 0.01 0.01 0.00 0. 7 0. 0 0 .7
01Jan2013 02 : 10 0.01 0.01 0.00 0. 7 0. 0 0.7
01Jan2013 02 : 15 0.02 0.01 0 . 00 0. 7 0 . 0 0 . 7
01Jan2013 02 :20 0.02 0.01 0.01 0. 8 0.0 0.8
01Jan2013 02 :25 0.02 0.01 0.01 0.9 0. 0 0 .9
01Jan2013 02 : 30 0.02 0.01 0.01 0. 9 0 . 0 0 .9
01Jan2013 02 : 35 0.09 0.06 0.03 1 . 1 0. 0 1 . 1
01Jan2013 02 :40 0.09 0.06 0.03 1 . 3 0 . 0 1 .3
1 I
01Jan2013 02 :45 0.09 0.06 0.03 1 . 7 0 . 0 1 .7
01Jan2013 02 : 50 0.09 0.06 0 .03 2. 3 0. 0 2 .3
01Jan2013 02 : 55 0.09 0.06 0.03 3. 0 0. 0 3.0
01Jan2013 03 :00 0.09 0.05 0.04 3. 7 0 . 0 3. 7
01Jan2013 03 : 05 0.09 0.05 0.04 4.4 0. 0 4.4
01Jan2013 03 : 10 0.09 0.05 0.04 5. 1 0.0 5. 1
01Jan2013 03 : 15 0.09 0.04 0. 04 5.9 0 . 0 5.9
01Jan2013 03 :20 0.09 0.04 0.05 6. 7 0.0 6.7
01Jan2013 03 :25 0.09 0.04 0.05 7.4 0. 0 7.4
01Jan2013 03 : 30 0.09 0.04 0.05 8.2 0 .0 8 .2
01Jan2013 03 : 35 0.02 0.01 0.01 8. 9 0. 0 8.9
01Jan2013 03 :40 0.02 0.01 0.01 9. 3 0 . 0 9.3
01Jan2013 03 :45 0.02 0.01 0.01 9.4 0. 0 9.4
01Jan2013 03 : 50 0.02 10.01 0.01 9. 1 0.0 9. 1
01Jan2013 03 : 55 0.01 0.01 0.01 8. 5 0. 0 8.5
01Jan2013 04 :00 0.01 0.01 0.01 7. 9 0 . 0 7.9
01Jan2013 04 : 05 0.01 0.00 0.01 7.2 0. 0 7.2
01Jan2013 04 : 10 0.01 0.00 0.01 6.6 0.0 6.6
01Jan2013 04 : 15 0.01 0.00 0. 01 6. 0 0 . 0 6.0
01Jan2013 04 :20 0.01 0.00 0.01 5. 5 0.0 5.5
01Jan2013 04 :25 0.01 0.00 0.01 5. 0 0 . 0 5.0
01Jan2013 04 : 30 0.01 0.00 0.00 4.6 0 . 0 4.6
01Jan2013 04 : 35 0.01 0.00 0.01 4.2 0. 0 4.2
Page 2
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 04 :40 0.01 0.00 0.00 3. 9 0. 0 3.9
01Jan2013 04 :45 0.01 0.00 0.00 3. 5 0. 0 3.5
01Jan2013 04 : 50 0.01 0.00 0 . 00 3. 3 0 . 0 3. 3
01Jan2013 04 : 55 0.01 0.00 0.00 3. 0 0.0 3.0
01Jan2013 05 :00 0.01 0.00 0.00 2. 8 0. 0 2 .8
01Jan2013 05 : 05 0.01 0.00 0.00 2.6 0 . 0 2 .6
01Jan2013 05 : 10 0.01 0.00 0.00 2.4 0. 0 2 .4
01Jan2013 05 : 15 0.01 0.00 0.00 2. 3 0 . 0 2 .3
01Jan2013 05 :20 0.01 0.00 0.00 2. 2 0 . 0 2 . 2
01Jan2013 05 :25 0.01 0.00 0 .00 2. 0 0. 0 2 .0
01Jan2013 05 : 30 0.01 0.00 0.00 1 . 9 0. 0 1 .9
01Jan2013 05 : 35 0.01 0.00 0.00 1 . 8 0 . 0 1 .8
01Jan2013 05 :40 0.01 0.00 0.00 1 . 7 0. 0 1 .7
01Jan2013 05 :45 0.01 0.00 0.00 1 .6 0.0 1 .6
01Jan2013 05 : 50 0.01 0.00 0. 00 1 . 5 0 . 0 1 .5
01Jan2013 05 : 55 0.00 0.00 0.00 1 . 5 0.0 1 .5
01Jan2013 06 :00 0.00 0.00 0.00 1 .4 0. 0 1 .4
01Jan2013 06 : 05 0.00 0.00 0.00 1 . 3 0 .0 1 .3
01Jan2013 06 : 10 0.00 0.00 0.00 1 . 3 0. 0 1 .3
01Jan2013 06 : 15 0.00 0.00 0.00 1 .2 0 . 0 1 .2
01Jan2013 06 :20 0.00 0.00 0.00 1 . 0 0. 0 1 .0
01Jan2013 06 :25 0.00 0.00 0.00 0. 9 0.0 0.9
01Jan2013 06 : 30 0.00 0.00 0.00 0. 8 0. 0 0 .8
01Jan2013 06 : 35 0.00 0.00 0.00 0. 7 0 . 0 0.7
01Jan2013 06 :40 0.00 0.00 0.00 0.6 0. 0 0 .6
01Jan2013 06 :45 0.00 0.00 0.00 0.5 0.0 0 .5
01Jan2013 06 : 50 0.00 0.00 0. 00 0.4 0 . 0 0.4
01Jan2013 06 : 55 0.00 0.00 0.00 0.4 0.0 0.4
01Jan2013 07 :00 0.00 0.00 0.00 0. 3 0 . 0 0.3
01Jan2013 07 : 05 0.00 0.00 0.00 0. 3 0 . 0 0 .3
01Jan2013 07 : 10 0.00 0.00 0.00 0.2 0. 0 0.2
Page 3
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 07 : 15 0.00 0.00 0.00 0.2 0. 0 0.2
01Jan2013 07 :20 0.00 0.00 0.00 0.2 0. 0 0 .2
01Jan2013 07 :25 0.00 0.00 0 . 00 0. 1 0 . 0 0 . 1
01Jan2013 07 : 30 0.00 0.00 0.00 0. 1 0.0 0. 1
01Jan2013 07 : 35 0.00 0.00 0.00 0. 1 0. 0 0 . 1
01Jan2013 07 :40 0.00 0.00 0.00 0. 1 0 . 0 0 . 1
01Jan2013 07 :45 0.00 0.00 0.00 0. 1 0. 0 0 . 1
01Jan2013 07 : 50 0.00 0.00 0.00 0. 1 0 . 0 0. 1
01Jan2013 07 : 55 0.00 0.00 0.00 0. 1 0 . 0 0 . 1
01Jan2013 08 :00 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 08 :05 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 08 : 10 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 08 : 15 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 08 :20 0.00 0.00 0.00 0. 0 0.0 0.0
- 1
01Jan2013 08 :25 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 08 : 30 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 08 : 35 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 08 :40 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 08 :45 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 08 : 50 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 08 : 55 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 09 :00 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 09 : 05 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 09 : 10 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 09 : 15 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 09 :20 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 09 :25 0.00 0.00 0. 00 0. 0 0 . 0 0.0
01Jan2013 09 : 30 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 09 : 35 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 09 :40 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 09 :45 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 4
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 09 : 50 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 09 : 55 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 10 :00 0.00 0.00 0 . 00 0. 0 0 . 0 0 . 0
01Jan2013 10 :05 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 10 : 10 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 10 : 15 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 10 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 10 :25 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 10 : 30 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 10 : 35 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 10 :40 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 10 :45 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 10 : 50 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 10 : 55 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 11 :00 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 11 :05 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 11 : 10 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 11 : 15 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 11 :20 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 11 :25 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 11 : 30 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 11 : 35 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 11 :40 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 11 :45 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 11 : 50 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 11 : 55 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 12 :00 0.00 0.00 0. 00 0. 0 0 . 0 0.0
01Jan2013 12 :05 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 12 : 10 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 12 : 15 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 12 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 5
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 12 :25 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 12 : 30 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 12 : 35 0.00 0.00 0 . 00 0. 0 0 . 0 0 . 0
01Jan2013 12 :40 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 12 :45 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 12 : 50 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 12 : 55 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 13 :00 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 13 : 05 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 13 : 10 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 13 : 15 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 13 :20 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 13 :25 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 13 : 30 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 13 : 35 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 13 :40 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 13 :45 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 13 : 50 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 13 : 55 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 14 :00 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 14 :05 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 14 : 10 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 14 : 15 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 14 :20 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 14 :25 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 14 : 30 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 14 : 35 0.00 0.00 0. 00 0. 0 0 . 0 0.0
01Jan2013 14 :40 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 14 :45 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 14 : 50 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 14 : 55 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 6
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 15 : 00 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 15 :05 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 15 : 10 0.00 0.00 0 . 00 0. 0 0 . 0 0 . 0
01Jan2013 15 : 15 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 15 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 15 :25 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 15 : 30 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 15 : 35 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 15 :40 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 15 :45 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 15 : 50 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 15 : 55 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 16 : 00 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 16 :05 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 16 : 10 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 16 : 15 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 16 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 16 :25 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 16 : 30 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 16 : 35 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 16 :40 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 16 :45 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 16 : 50 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 16 : 55 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 17 : 00 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 17 :05 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 17 : 10 0.00 0.00 0. 00 0. 0 0 . 0 0.0
01Jan2013 17 : 15 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 17 :20 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 17 :25 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 17 : 30 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 7
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 17 : 35 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 17 :40 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 17 :45 0.00 0.00 0 . 00 0. 0 0 . 0 0 . 0
01Jan2013 17 : 50 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 17 : 55 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 18 :00 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 18 :05 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 18 : 10 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 18 : 15 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 18 :20 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 18 :25 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 18 : 30 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 18 : 35 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 18 :40 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 18 :45 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 18 : 50 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 18 : 55 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 19 : 00 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 19 :05 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 19 : 10 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 19 : 15 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 19 :20 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 19 :25 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 19 : 30 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 19 : 35 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 19 :40 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 19 :45 0.00 0.00 0. 00 0. 0 0 . 0 0.0
01Jan2013 19 : 50 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 19 : 55 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 20 :00 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 20 :05 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 8
Project: Proposed Simulation Run : 10YR STM
Start of Run : 01Jan2013 , 00 :00 Basin Model : Proposed
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : 10yr
Compute Time : 16Sep2013, 12 : 36:44 Control Specifications : Minor Storm
Hydrologic Drainage Area Peak DischargeTime of Peak Volume
Element ( MI2) (CFS ) (AC-FT)
Basin-A Proposed 0 . 03819 13.9 01 Jan2013, 03:45 2.0
Basin-H2 0 . 19123 46 .0 01Jan2013, 03: 55 5.6
Basin-H3 0 .28510 67 . 8 01Jan2013, 03: 50 8.4
Project: Proposed Simulation Run : 25YR STM
Start of Run : 01Jan2013 , 00 :00 Basin Model : Proposed
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : 25yr
Compute Time : 04Feb2014 , 13 : 23 :31 Control Specifications : Minor Storm
Hydrologic Drainage Area Peak DischargeTime of Peak Volume
Element ( MI2) (CFS ) (AC-FT)
Basin-A Proposed 0 . 03819 22.6 01 Jan2013, 03:40 2.9
Basin-H2 0 . 19123 85.5 . 01Jan2013, 03 : 50 9.3
Basin-H3 0 .28510 126 .0 01Jan2013, 03:45 13 .9
Project: Proposed Simulation Run : 100YR STM
Start of Run : 01Jan2013 , 00 :00 Basin Model : Proposed
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : 100yr
Compute Time : 16Sep2013, 12 : 36:43 Control Specifications : Major Storm
Hydrologic Drainage Area Peak DischargeTime of Peak Volume
Element ( MI2) (CFS ) (AC-FT)
Basin-A Proposed 0 . 03819 34.9 01 Jan2013, 03:40 4.9
Basin-H2 0 . 19123 152 .6 01Jan2013, 03: 50 18 .6
Basin-H3 0 .28510 228 .3 01Jan2013, 03: 50 27 .7
Project: Proposed
Simulation Run : 100YR STM Subbasin : Basin-A Proposed
Start of Run : 01Jan2013 , 00: 00 Basin Model : Proposed
End of Run : 02Jan2013 , 00 : 00 Meteorologic Model : 100yr
Compute Time : 16Sep2013 , 12 : 36 :43 Control Specifications : Major
Date Time Precip Loss Excess Direct Flc \Baseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 00 :00 0. 0 0 .0 0 . 0
01Jan2013 00 : 10 0.02 0.01 0.01 0. 0 0. 0 0 .0
01Jan2013 00 : 20 0.02 0.01 0.01 0.2 0. 0 0 .2
01Jan2013 00 : 30 0.02 0.01 0.01 0. 3 0. 0 0.3
01Jan2013 00 :40 0.02 0.01 0.01 0.4 0 . 0 0 .4
01Jan2013 00 : 50 0.02 0.02 0.01 0.6 0.0 0 .6
01Jan2013 01 : 00 0.02 0.02 0.01 0. 7 0 .0 0 . 7
01Jan2013 01 : 10 0.03 0.02 0.01 0. 8 0 . 0 0.8
01Jan2013 01 :20 0.03 0.02 0.01 0. 9 0 .0 0.9
01Jan2013 01 : 30 0.03 0.02 0.01 0.9 0 .0 0.9
01Jan2013 01 :40 0.03 0.02 0.01 1 . 0 0. 0 1 .0
01Jan2013 01 : 50 0.04 0.03 0.01 1 . 1 0. 0 1 . 1
01Jan2013 02 :00 0.04 0.03 0.01 1 . 3 0 .0 1 .3
01Jan2013 02 : 10 0.07 0.05 0.02 1 .4 0.0 1 .4
01Jan2013 02 :20 0.08 0.05 0.02 1 . 7 0. 0 1 .7
01Jan2013 02 : 30 0.09 0.06 0.03 2. 1 0 . 0 2 . 1
01Jan2013 02 :40 0.44 0.26 0 . 18 3.6 0 .0 3. 6
01Jan2013 02 : 50 0.44 0. 19 0.25 7.6 0.0 7.6
01Jan2013 03 :00 0.44 0. 15 0.29 13 .6 0.0 13 .6
01Jan2013 03 : 10 0.44 0. 12 0.32 20 . 1 0 . 0 20 . 1
01Jan2013 03 :20 0.44 0. 10 I 0. 34 26.2 0 .0 26 .2
01Jan2013 03 : 30 0.44 0.08 0.36 31 .8 0 . 0 31 .8
01Jan2013 03 :40 0. 10 0.02 0 .09 34 .9 0. 0 34 .9
01Jan2013 03 : 50 0.08 0.01 0.07 33. 1 0. 0 33 . 1
01Jan2013 04 : 00 0.07 0.01 0.06 28. 5 0. 0 28 .5
Page 1
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 04 : 10 0.04 0.01 0.04 23.9 0. 0 23 .9
01Jan2013 04 :20 0.04 0.01 0.03 19 .9 0. 0 19 .9
01Jan2013 04 : 30 0.04 0.01 0 . 03 16 . 5 0 . 0 16 . 5
01Jan2013 04 :40 0.03 0.00 0.03 13. 7 0.0 13 .7
01Jan2013 04 : 50 0.03 0.00 0.02 11 .4 0. 0 11 .4
01Jan2013 05 : 00 0.03 0.00 0.02 9.6 0 . 0 9.6
01Jan2013 05 : 10 0.02 0.00 0.02 8.2 0. 0 8.2
01Jan2013 05 :20 0.02 0.00 0.02 7. 0 0 . 0 7.0
01Jan2013 05 : 30 0.02 0.00 0.02 6. 0 0 . 0 6.0
01Jan2013 05 :40 0.02 0.00 0 .02 5. 3 0. 0 5.3
01Jan2013 05 : 50 0.02 0.00 0.02 4. 7 0. 0 4.7
01Jan2013 06 :00 0.02 0.00 0.02 4.2 0 . 0 4. 2
01Jan2013 06 : 10 0.00 0.00 0.00 3.6 0. 0 3.6
01Jan2013 06 :20 0.00 0.00 0.00 3. 0 0.0 3.0
01Jan2013 06 : 30 0.00 0.00 0. 00 2. 3 0 . 0 2 .3
01Jan2013 06 :40 0.00 0.00 0.00 1 . 7 0.0 1 .7
01Jan2013 06 : 50 0.00 0.00 0.00 1 . 3 0. 0 1 .3
01Jan2013 07 :00 0.00 0.00 0.00 0. 9 0 .0 0 .9
01Jan2013 07 : 10 0.00 0.00 0.00 0.6 0. 0 0.6
01Jan2013 07 :20 0.00 0.00 0.00 0. 5 0 . 0 0.5
01Jan2013 07 : 30 0.00 0.00 0.00 0.4 0. 0 0.4
01Jan2013 07 :40 0.00 0.00 0.00 0. 3 0.0 0.3
01Jan2013 07 : 50 0.00 0.00 0.00 0.2 0. 0 0 .2
01Jan2013 08 :00 0.00 0.00 0.00 0. 1 0 . 0 0. 1
01Jan2013 08 : 10 0.00 0.00 0.00 0. 1 0. 0 0 . 1
01Jan2013 08 :20 0.00 0.00 0.00 0. 1 0.0 0 . 1
01Jan2013 08 : 30 0.00 0.00 0. 00 0. 1 0 . 0 0 . 1
01Jan2013 08 :40 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 08 : 50 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 09 :00 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 09 : 10 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 2
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 09 :20 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 09 : 30 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 09 :40 0.00 0.00 0 . 00 0. 0 0 . 0 0 . 0
01Jan2013 09 : 50 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 10 :00 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 10 : 10 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 10 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 10 : 30 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 10 :40 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 10 : 50 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 11 :00 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 11 : 10 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 11 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 11 : 30 0.00 I 0.00 0.00 0. 0 0.0 0.0
01Jan2013 11 :40 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 11 : 50 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 12 :00 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 12 : 10 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 12 :20 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 12 : 30 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 12 :40 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 12 : 50 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 13 : 00 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 13 : 10 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 13 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 13 : 30 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 13 :40 0.00 0.00 0. 00 0. 0 0 . 0 0.0
01Jan2013 13 : 50 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 14 :00 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 14 : 10 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 14 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 3
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 14 : 30 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 14 :40 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 14 : 50 0.00 0.00 0 . 00 0. 0 0 . 0 0 . 0
01Jan2013 15 :00 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 15 : 10 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 15 :20 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 15 : 30 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 15 :40 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 15 : 50 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 16 :00 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 16 : 10 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 16 :20 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 16 : 30 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 16 :40 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 16 : 50 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 17 : 00 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 17 : 10 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 17 :20 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 17 : 30 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 17 :40 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 17 : 50 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 18 :00 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 18 : 10 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 18 :20 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 18 : 30 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 18 :40 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 18 : 50 0.00 0.00 0. 00 0. 0 0 . 0 0.0
01Jan2013 19 :00 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 19 : 10 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 19 :20 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 19 : 30 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 4
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 19 :40 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 19 : 50 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 20 :00 0.00 0.00 0 . 00 0. 0 0 . 0 0 . 0
01Jan2013 20 : 10 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 20 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 20 : 30 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 20 :40 0.00 0.00 0.00 0. 0 0. 0 0 .0
- ,
01Jan2013 20 : 50 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 21 :00 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 21 : 10 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 21 :20 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 21 : 30 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 21 :40 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 21 : 50 0.00 0.00 0.00 0. 0 0.0 0.0
- 1 -
01Jan2013 22 :00 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 22 : 10 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 22 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 22 : 30 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 22 :40 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 22 : 50 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 23 : 00 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 23 : 10 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 23 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 23 : 30 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 23 :40 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 23 : 50 0.00 0.00 0.00 0. 0 0.0 0 .0
, - . -
02Jan2013 00 :00 0.00 0.00 0. 00 0. 0 0 . 0 0.0
Page 5
E. RATIONAL METHOD CALCULATIONS (PROPOSED)
DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF
Table RO-5— Runoff Coefficients, C
Percentage
Imperviousness Type C and D NRCS Hydrologic Soil Groups
2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
0% 0.04 0. 15 0.25 0.37 0.44 0.50
5% 0.08 0. 18 0.28 _ 0.39 0.46 0.52
10% 0. 11 0.21 0.30 0.41 0.47 0.53
15% 0. 14 i 0.24 0.32 0.43 0.49 0.54
20% 0. 17 0.26 0.34 0.44 0.50 0.55
25% 0.20 0.28 0.36 _ 0.46 0.51 0.56
30% 0.22 0.30 0.38 0.47 0.52 0.57
35% 0.25 i 0.33 0.40 0.48 0.53 0.57
40% 0.28 0.35 0.42 0.50 0.54 0.58
45% 0.31 0.37 0.44 0.51 0.55 0.59
50% 0.34 0.40 0.46 0.53 0.57 0.60
55% 0.37 0.43 0.48 0.55 0.58 0.62
60% 0.41 0.46 0.51 0.57 0.60 0.63
65% 0.45 0.49 0.54 0.59 0.62 0.65
70% 0.49 0.53 0.57 0.62 0.65 0.68
75% 0.54 0.58 0.62 0.66 0.68 0.71
80% 0.60 0.63 0.66 0.70 0.72 0.74
85% 0.66 0.68 0.71 0.75 0.77 0.79
90% 0.73 0.75 0.77 0.80 0.82 0.83
95% 0.80 0.82 0.84 0.87 0.88 0.89
100% 0.89 0.90 0.92 0.94 0.95 0.96
TYPE B NRCS HYDROLOGIC SOILS GROUP
0% 0.02 0.08 0. 15 0.25 0.30 0.35
5% 0.04 0. 10 0. 19 0.28 0.33 0.38
10% 0.06 0. 14 0.22 0.31 0.36 0.40
15% 0.08 0. 17 0.25 0.33 0.38 0.42
20% 0. 12 0.20 0.27 0.35 0.40 0.44
25% 0. 15 0.22 0.30 0.37 0.41 0.46
30% 0. 18 0.25 0.32 0.39 0.43 0.47
35% 0.20 0.27 0.34 0.41 0.44 0.48
40% 0.23 0.30 0.36 0.42 0.46 0.50
45% 0.26 0.32 0.38 0.44 0.48 0.51
50% 0.29 0.35 0.40 0.46 0.49 0.52
55% 0.33 0.38 0.43 0.48 0.51 0.54
60% 0.37 0.41 0.46 0.51 0.54 0.56
65% 0.41 0.45 0.49 0.54 0.57 0.59
70% 0.45 0.49 0.53 0.58 0.60 0.62
75% 0.51 0.54 0.58 0.62 0.64 0.66
80% 0.57 0.59 0.63 0.66 0.68 0.70
85% 0.63 0.66 0.69 0.72 0.73 0.75
90% 0.71 0.73 0.75 0.78 0.80 0.81
95% 0.79 0.81 0.83 0.85 0.87 0.88
100% 0.89 0.90 0.92 0.94 0.95 0.96
2007-01 RO-11
Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF
Table RO-3—Recommended Percentage Imperviousness Values
Land Use or Percentage
Surface Characteristics Imperviousness
Business:
Commercial areas 95
Neighborhood areas 85
Residential:
Single-family
Multi-unit (detached) 60
Multi-unit (attached) 75
Half-acre lot or larger *
Apartments 80
Industrial:
Light areas 80
Heavy areas 90
Parks, cemeteries 5
Playgrounds 10
Schools 50
Railroad yard areas 15
Undeveloped Areas:
Historic flow analysis 2
Greenbelts, agricultural 2
Off-site flow analysis 45
(when land use not defined)
Streets:
Paved 100
Gravel (packed) 40
Drive and walks 90
Roofs 90
Lawns, sandy soil 0
Lawns, clayey soil 0
* See Figures RO-3 through RO-5 for percentage imperviousness.
CA = K, + (I .3li — 1 .4412 + 1 . 1351 — 0. 12) for C,, ≥ 0, otherwise CA = 0 (RO-6)
CCD = KG, + (0.85813 — 0.78612 + 0.774i + 0.04) (RO-7)
CH = (CA + Ca) )/2
2007-01 RO-9
Urban Drainage and Flood Control District
BASELINE
Evan, FS:mg
PROJECT NAME: Liquids Handling Hub DATE: 6/17/14
PROJECT NUMBER: PL226
CALCULATED BY: SMB
CHECKED BY: NJN
SF-1
RUNOFF COEFFICIENTS
HISTORIC RUNOFF COEFFICIENTS (Type C Soils) DEVELOPED RUNOFF COEFFICIENTS (Type B Soils)
LAND USE. PAVED ROOF GRAVEL LANDS LAND USE. PAVED ROOF 1 GRAVEL LANDS
I 100% 90% 40% 0% I 100% 90% 40% 0%
C5 0.90 0.75 0.35 0.15 C5 0.90 0.73 0.30 0.08
C10 0.92 0.77 0.42 0.25 C10 0.92 0.75 0.36 0.15
C100 0.96 0.83 0.58 0.50 C100 0.96 0.81 0.50 0.35
Note: Composite "C" values are derived from UDFCD Table RO-3 (Recommended Percentage Imperviousness Values) and Table
RO-5 (Runoff Coefficients, C) for the corresponding Soil Type.
HISTORIC
41
PAVED ROOF GRAVEL LANDS. TOTAL
DESIGN DESIGN AREA AREA AREA AREA AREA IMPERV.
BASIN POINT (AC) (AC) (AC) (AC) (AC) C5 C10 C,ao %
H1 1 0.00 0.00 0.00 28.20 - 28.20 0.15 0.25 0.50 0.00%
H2 i 2 0.00 0.00 0.00 122.39 a 122.39 0.15 0.25 a 0.50 0.00%
H3 3 0.00 0.00 0.00 182.46 182.46 0.15 0.25 0.50 0.00%
0.00 0.00 0.00 333.05 . 333.05 0.15 0.25 0.50 0.00%
HISTORIC SUBTOTAL
0.0% 0.0% 0.0% 100 0% 100%
Historic conditions are based on Type C Soils (See Soils Maps)
DEVELOPED - On Site
PAVED ROOF GRAVEL LANDS. TOTAL
DESIGN DESIGN AREA AREA AREA AREA AREA IMPERV.
BASIN POINT (AC) (AC) (AC) (AC) (AC) C5 C,0 Ciao %
Al 1 0.34 0.00 0.00 18.72 19.05 0.09 0.16 0.36 1 .76%
•
A2 2 0.00 0.00 2.47 0.00 a 2.47 0.30 0.36 0.50 , 40.00%
A3 I 3 0.00 0.36 1 .77 1 .00 a 3.12 0.28 0.34 0.49 a 32.99%
A4 - 4 0.64 0.11 0.23 r 1 .37 a 2.35 0.36 r 0.41 0.55 a 35.39%
A5 a 5 0.00 0.00 2.95 0.63 3.58 0.26 0.32 0.47 . 32.93%
A6 - 6 0.00 0.00 0.54 0.33 - 0.87 0.22 0.28 0.44 - 24.75%
A7 I 7 2.71 0.16 a , 0.00 0.00 a 2.87 0.89 0.91 0.95 a 99.39%
A8 a 8 0.06 0.00 0.00 3.70 , 3.76 0.09 0.16 0.36 , 1 .63%
A9 9 0.40 0.00 0.00 3.87 4.27 0.16 0.22 0.41 9.31%
DEVELOPED ON SITE 4.15 0.62 7.96 29.62 42.35 0.21 0.27 0.44 18.64%
SUBTOTAL 9.8% 1 .5% 18.8% 69.9% 100.0%
Developed conditions are based on Type B Soils ( See Soils Maps)
VASELINE STANDARD FORM SF-2 - DEVELOPED
Espa a Pt:
Time of Concentration
PROJECT NAME: Liqu , -1andling rub DATE: 6/17/14
PROJECT NUMBER: PL226
CALCULATED BY: SMB
CHECKED BY: NJN
O.395(1 . 1 - C5hri
Y = C,,S,,.o.s
r' 50.33 f' = velocity (ft/sec)
r = initial or overland flow time (minutes) C, = conveyance coefficient (from Table RO-21 L
1 = 1 i 7 . le _ + 10
t - = runoff coefficient for 5-year frequency (from Table RC'• i S. = watercourse slope (ft'ft) `' ' 180
SUB-BASIN INITIAL TRAVEL TIME tc CHECK FINAL
DATA I TIME (T,) (T,) (URBANIZED BASINS) tc
DESIGN AREA C5 LENGTH SLOPE ' T, - LENGTH SLOPE C., Land Surface VEL T, COMP. TOTAL tcz(L/180)+10 I Cu) I C100
BASIN Ac Ft % Min. Ft. % fps Min. tc LENGTH Min. Min.
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15)
HISTORIC
Hi 28 20 0.15 i 500 3A% 25.9 2.090 1 1% 15.0 Grassed Waterway 1 .6 22.1 i 48.0 48.0 0.25 0.50
H2 122.39 0.15 500 1 .3% 36.0 2.500 1 .3% 15.0 Grassed Waterway 1 .7 24.6 60.6 60.6 0.25 0.50
H3 182 46 0.15 500 2 5% 28.7 3,140 2.5% 15 0 Grassed Waterway 2.4 22 1 4.4 50 8 50 8 i 0 25 0.50
DEVELOPED
Al 19.05 0.09 500 34% 27.4 2.193 1 .1% 15.0 Grassed Waterway 1 .6 23.2 50.6 2693 25.0 25.0 0 16 0.36
A2 2.47 0.30 188 2.1% 15.7 439 i 0.2% 15.0 Grassed Waterway 0.7 10.9 26.6 627 13.5 13 5 0 36 0.50
A3 3.12 0.28 13 11 .5% 2 4 988 0 8% 15.0 Grassed Waterway 1 .3 12.3 14.7 1001 15.6 14.7 034 0.49
A4 2.35 0.36 136 2.2% 12 2 880 1 8% 15 0 Grassed Waterway 2.0 7 3 19 5 1016 15.6 15 6 0 41 0.55
A5 3.58 0.26 348 0.8% 30.9 623 1 .1% 15.0 Grassed Waterway 1 .6 6.6 37.5 971 154 15.4 0.32 0.47
A6 0.87 0.22 184 0.8% 23.7 1 ,184 i 1 .2% 15 0 Grassed Waterway 1 .6 12 0 35.7 1368 17.6 17.6 0.28 0.44
A7 2.87 0.89 373 1 .4% 6.6 50 0.5% 20 0 Paved Areas 1 .4 0.6 7 2 423 12.4 7 2 0.91 0.95
A8 3.76 0.09 500 2.2% 31 .7 4 64 , 2.2% 15.0 Grassed Waterway 2.2 0.5 32.2 564 13 1 13.1 0.16 0.36
A9 4.27 0.16 55 6.0% 7 1 4 939 1 2% 15.0 Grassed Waterway 1 .6 9.5 16.6 994 15.5 15.5 0 22 0.41
Table RO.2—Conveyance Coefficient. r ,
Type of Land Surface Conveyance Coefficient. c
Hotly meadow 2.5
Tdlaget4kl 5
Short pasture and lawns 7
__ Nearly bare ground 10
Grassed eterway is
Paved areas and shallow paved swain 20
I I I I I I
226 DNG Calcs revised Page 1 of 1
BASELINE STANDARD FORM SF-3 - HISTORIC & DEVELOPED
ritiowni Nut. Sv"r"o STORM DRAINAGE DESIGN - RATIONAL METHOD 5-YEAR EVENT
PROJECT NAME: Liquids Handling Hub DATE: 6/17/14
PROJECT NUMBER: PL226
CALCULATED BY: SMB
CHECKED BY: NJN P1 (1-Hour Rainfall) = 1.31
I - ?8.5P1
0.?s6 Y t
(1U + T; )
5-YR RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME REMARKS
N 2 is. Iii
Z Z a V_ U = V i ._ C L LL W U Z V w - 1- h-
OZ inZ in < ccQ zu- t Q - c C� E ova —Ii - 046 St wg alp Oo aw z � UO - - c
U, pa pm a -- DO o v - -- � E U co " coOJ 0OJ uJivau) LU
U U- U- >
(1 ) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15) (16) (17) (18) I (19) (20) (21 ) (22)
HISTORIC
1 H1 28.20 0 15 48.0 4.23 1 .53 6.5
2 H2 12239 015 606 1836 131 241
3 H3 182.46 0 15 50.8 27 37 1 .48 40 5
DEVELOPED - ON SITE
1 Al 19.05 0 09 25.0 1 .80 2 28 4 1
2 A2 2.47 0.30 13.5 0.74 312 2.3
527 1 3 6 5 Channel DP2 to DP3
3 A3 3.12 0.28 14.7 0.87 3.00 2.6 20.0 1 .61 2.57 4.2
340 2 0 2.8 Channel DP3 to DP4
4 A4 2.35 0 36 15.6 0.83 2 92 2 4 22.8 2.45 2 40 5.9
5 A5 3.58 0.26 15.4 0.94 2 94 2 7
404 1 6 4 1 Channel DP5 to DP6
6 A6 0.87 022 17.6 0.19 275 05 19.5 1 .12 261 29
7 A7 2.87 089 7.2 2.56 3.99 102 .
8 A8 3.76 0 09 13.1 0.35 3.16 1 1
9 A9 4.27 0.16 15.5 0.67 2 93 2 0
i - l
BASELINE STANDARD FORM SF-3 - HISTORIC & DEVELOPED
ritiowni Nut. Unity" STORM DRAINAGE DESIGN - RATIONAL METHOD 10-YEAR EVENT
PROJECT NAME: Liquids Handling Hub DATE: 6/18/14
PROJECT NUMBER: PL226
CALCULATED BY: SMB
CHECKED BY: NJN P1 (1-Hour Rainfall) = 1.63
- '8.5P
I 1
0.?s6 ! r (
(10 + 1; )
10-YR RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME REMARKS
7; 7ii CC ' ` >-
Cy w z ? Q LL �••� _ L ._ c - L w ^ w V Z V wWC-- ^ F=
O Z (n cn ( w U O LL E ._ _ t O ,� E _ t C ;6 O o w OO o O t Oat't' c
O Q < Q z . Q c O �o c ' cc 0 cn � uj O
( J 0Qa 0Qm Q — pair, . - y � -- v CO F. O y" O C aN w
ce U U U J LU
(1 ) (2)__ (3) (4) (5) (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15) (16) (17) (18) I (19) (20) (21 ) (22)
HISTORIC
1 H1 28.20 0 25 48.0 7.05 1 .91 13.5
2 H2 122.39 0 25 60.6 30.60 1 .64 50 1
3 H3 182.46 0 25 50.8 45 62 1 .84 84-0
DEVELOPED - ON SITE
1 Al 19.05 0.16 25.0 3.12 2.84 8.9
2 A2 2.47 0.36 13.5 0.89 3.89 3.5
527 1 3 6 5 Channel DP2 to DP3
3 A3 3.12 0 34 14.7 1 .06 3 74 3.9 20.0 1 .95 3.20 6.2
. 340 2 0 2.8 Channel DP3 to DP4
4 A4 2.35 0 41 15.6 0.96 3.63 3 5 22.8 2.90 2 99 8.7
5 A5 3.58 0 32 15.4 1 .16 3.66 4.2
404 1 6 4 1 Channel DP5 to DP6
6 A6 0.87 0 28 17.6 0.24 3.42 0.8 19.5 1 .40 3 25 4 5
7 A7 2.87 0 91 7.2 i 2.61 4.96 13.0 .
8 A8 3.76 0.16 13.1 0.61 3.93 2.4
9 A9 4.27 0.22 15.5 0.95 3 64 3 4
t
BASELINE STANDARD FORM SF-3 - HISTORIC & DEVELOPED
ritiowni Nut. Sv" "el STORM DRAINAGE DESIGN - RATIONAL METHOD 100-YEAR EVENT
PROJECT NAME: Liquids Handling Hub DATE: 6/18/14
PROJECT NUMBER: PL226
CALCULATED BY: SMB
CHECKED BY: NJN P1 (1-Hour Rainfall) = 2.79
= ?8.5P
I I
0.?s6 ( ) (
(10 + 1; )
100-YR RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME REMARKS
2w ozz � z Q � � U ._ c Q — w 7; 7ii
w z w E �_
Oz 0) p u) Q wQ z i Q - O E O — Oo � cn Cs %--°. aw O O ° '" E
r � wa wm Q -- gw - -- y v t- O w0 and w
(n p p D O U (/1 J O J (75 w w
U U.. LL >
(1 ) (2) _ (3) (4) (5) • (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15) (16) (17) (18) I (19) (20) (21 ) (22)
HISTORIC
1 H1 28.20 0.50 48.0 14 10 3 27 46 1
2 H2 122.39 0 50 60.6 61 20 2 80 171 4
3 H3 182.46 0.50 50.8 91 .23 315 287.5
DEVELOPED - ON SITE
1 Al 19.05 0.36 25.0 6.87 4.87 33 4
2 A2 2.47 0.50 13.5 1 .24 6.65 8.2
527 1 3 6 5 Channel DP2 to DP3
3 A3 3.12 0.49 14.7 1 .52 6 40 9 7 20.0 2.76 5 48 15 1
340 2 0 2.8 Channel DP2 to DP4
4 A4 2.35 0 55 15.6 1 .30 6.21 8 0 22.8 4.06 5 11 20 7
5 A5 3.58 0.47 15.4 170 6.26 10.6
. 404 1 6 4 1 Channel DP2 to DP6
6 A6 0.87 0.44 17.6 0.38 5.86 2 2 19.5 2.08 5 56 11 6
7 A7 2.87 0 95 72 i 213 8.49 23 2 .
8 A8 3.76 0.36 13.1 1 .35 6.73 9.1
9 A9 4.27 0.41 15.5 1 .74 623 108
t
F. HYDRAULIC COMPUTATIONS
DETENTION VOLUME BY THE HYDROGRAPH METHOD
Project: Liquids Handling Hub
Basin ID:
I ,
Inflow Hydrograph vs. Outflow Hydrograph
Design InformatjOn (Inout); MINOR MA.)OR (inte section fens on the recession limb of inflow hydrograph)
Max. Allowable Peak Outflow Op-out = 4.20 4 20 cfs
Time to Peak Outflow Tp-out = 260 330 minutes 90
Minor Storage Volume (cubic ft.): 18,069 Major Storage Volume(cubic ft.) 155.797
Minor Storage Volume(acre-ft.): 0.41 Major Storage Volume (acre-ft.) 3.58 SO
10 MINOR (e.9. 2-. 5-. OR 10-year) EVENT MAJOR ie.g. 25-, 50-. or 100-year) EVENT
Time Inflow Outflow Increm. Storage Inflow Outflow Increm. Storage
hydrograph Rising Hy Volume Volume hydrograph Rising Hy Volume Volume 70 •
minutes cfs cfs acre-ft acre-ft cfs ds acre-ft acre-ft
(input) (input) (output) (output) (output) (input) (output) (output) (output)
0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 60
20 0.10 0.10 0.00 0.00 0.20 0.20 0.00 0.00 ,
30 020 0.20 0.00 0.00 0.30 0.30 0.00 0.00
40 0.20 0.20 0.00 0.00 0.40 0.40 0.00 0.00 a 50
50 0.30 0.30 0.00 0.00 0.60 0.80 0.00 0.00 3
60 0.40 0.40 0.00 0.00 0.70 0.70 0.00 0.00 d
70 0.40 0.40 0.00 0.00 0.80 0.80 0.00 0.00 40
80 0.50 0.50 0.00 0.00 0.90 0.90 0.00 0.00
90 0.50 0.50 0.00 0.00 0.90 0.90 0.00 0.00
100 0.50 0.50 0.00 0.00 1.00 1.00 0.00 0.00
110 0.60 0.60 0.00 0.00 1.10 1.10 0.00 0.00 30 1 - - •
120 0.60 0.80 0.00 0.00 1.30 1.30 0.00 0.00
130 0.70 0.70 0.00 0.00 1.40 1.40 0.00 0.00
140 0.80 0.80 0.00 0.00 1.70 1.70 0.00 0.00 20
150 0.90 0.90 0.00 0.00 2.10 1.91 0.00 0.00
160 1.30 1.30 0.00 0.00 3.60 2.04 0.02 0.02
170 2.30 2.30 0.00 0.00 7.60 2.16 0.07 0.10 10
180 3.70 2.91 0.01 0.01 13.60 229 0.16 0.25
190 5.10 3.07 0.03 0.04 20.10 2.42 0.24 0.50
200 6.70 3.23 0.05 0.09 26.20 2.55 0.33 0.82 . - e a
210 8.20 3.39 0.07 0.15 31.80 2.67 0.40 1.23 0 •• . . - .
220 9.30 3.55 0.08 0.23 34.90 2.80 0.44 1.87 0 30 60 90 120 150 180 210 240 270 300 330 35O
230 9.10 3.72 0.07 0.31 33.10 2.93 0.42 2.08
240 7.90 3.88 0.06 0.38 28.50 3.05 0.35 2.43 TIME(minutes)
250 6.60 4.04 0.04 0.40 23.90 3.18 0.29 2.72
260 5.50 4.20 0.02 0.41 19.90 3.31 0.23 2.95
270 4.60 IN/A 16.50 3.44 0.18 3.13 ---tons.. i.nw.n -1.--lire Oar mewl.
280 3.90 *NIA 13.70 3.56 0.14 3.27 290 3.30 MIA 11.40 3.69 0.11 3.37 �maa vow Mon*, --e-eewoalo.wsevo
300 2.80 IWA 9.60 3.82 0.08 3.45 ` ii
310 2.40 eN/A 8.20 3.95 0.06 3.51
320 2.20 *N/A 7.00 4.07 0.04 3.55 NOTE: THIS IS A FIRST APPROXIMATION ONLY
330 1.90 IWA 6.00 420 0.02 3.58
340 1.70 IN/A 5.30 IN/A
350 1-50 IN/A 4/0 IN/A Fl011'Tate
360 1.40 IWA 4.20 IN/A
370 1.30 #N/A 3.60 'NIA
380 1.00 *WA 3.00 IN/A 'ohmic Peak Outflow
390 0.80 IN/A 2.30 OVA Qp-out •:;
400 0.60 IWA 1.70 IN/A
410 0.40 IN/A 1.30 IN/A
420 0.30 #N/A 0.90 IN/A
430 0.20 IN/A 0.60 *N/A
440 0.20 *NIA 0.50 _NN/A - Time
450 0.10 #N/A 0.40 IN/A
480 0.10 $44/A 0.30 NN/A Tp-out
470 0.10 *NIA 0.20 *NIA
480 0.00 *N/A 0.10 #N/A
490 0.00 IN/A 0.10 MIA
500 0.00 IN/A 0.10 IN/A
510 0.00 IWA 0.10 IN/A
520 0.00 IN/A 0.00 IN/A
530 0.00 UN/A 0.00 ItN/A
540 0.00 IN/A 0.00 _ ONIA
550 0.00 IN/A 0.00 *NIA
560 0.00 IN/A 0.00 IWA
570 0.00 IN/A 0.00 MA
580 0.00 N /A 0.00 IN/A
590 0.00 INIA 0.00 IN/A
600 0.00 IN/A 0.00 IN/A
610 0.00 IN/A 0.00 IN/A
620 0.00 IN/A 0.00 INIA
630 0.00 *WA 0.00 MIA
640 0.00 IN/A 0.00 IN/A
650 0.00 INCA 0.00 IWA
660 0.00 rtN/A 0.00 IN/A
670 0.00 IN/A 0.00 IWA
680 0.00 MIA 0.00 IN/A
690 0.00 IWA 0.00 /WA
700 0.00 IN/A 0.00 IN/A
710 0.00 *WA 0.00 IN/A
720 0.00 IN/A 0.00 IN/A
730 0.00 *NIA 0.00 IWA
740 0.00 SIN/A 0.00 IN/A
228 UD DMenuoo.ds,Hydrogreph u. . r_ :-,,,
IlSTAGE-STORAGE SIZING FOR DETENTION BASINS
Project: Liquids Handling Hub
Basin ID:
Da ,Iir\hilt'
Std Z Dam _ . Site Sipe r
Elm t t., \ /
v WV �e *
t� �Y
V.
Silt Shp
ye t — SfkSYrIt
L 1
L
< > Silt Slope i. • >
Design Information (Input); Check Basin Shape
Width of Basin Bottom, W = ft Right Triangle OR ..
Length of Basin Bottom, L = ft Isosceles Triangle OR. ..
Dam Side-slope (H:V), Zd = ft/ft Rectangle OR...
Circle / Ellipse OR...
Irregular (Use Overide values in cells G32:G52)
MINOR MAJOR
Storage Requirement from Sheet 'Modified FAA': 2.76 acre-ft.
Stage-Storage Relationship: Storage Requirement from Sheet'Hydrograph': 0.4.1 3.58 acre-ft.
Storage Requirement from Sheet 'Full-Spectrum': acre-ft.
Labels Water Side Etisiii Basin Surface Surface Volume Surface Volume Target Volumes
for WQCV, Minor. Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV. Minor.
& Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage
Stages ft ft/ft ft ft fts ft2 User ft3 acres acre-ft Volumes
(input) (input) Below El. (output) (output) (outpur Overide (output) (output) output) (for goal seek)
a
5190.00 (input) 1000 0 0.023 0.00
5191.00 0.00 0.00 27737 14,369 0.637 0.33
5191.50 0.00 0.00 76336 40387 1.752 0.93
5192 00 0.00 0.00 78465 79.087 1 .801 1.82
25-Yr Volume (2.9 ac-ft)
5192 75 0 00 0 00 81705 139151 1.876 3.19 FROM HEC-HMS
5193 00 0 00 0 00 82798 159.714 1 901 3 67
5193.91 0.00 0 00 87.287 237.102 2.004 5 44 100-YR WSEL
5194.00 0.00 0 00 88.016 244.991 2.021 5 62
5195.00 0.00 0.00 92.583 335,290 2 125 7.697 FREEBOARD
5195.50 0 00 0.00 96.000 382.436 2.204 8.780
#N/A #N/A
#N/A #N/A
#NIA #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#NiA #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #NiA
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#NIA #N/A
#NIA #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N+'A
#N/A #NiA
#N/A #N/A
#N/A #N/A
226 LT) Dielent-on xis Last: 2 1 201.: :: 13 r'L1
STAGE-STORAGE SIZING FOR DETENTION BASINS
Project:
Basin ID:
1
STAGE-STORAGE CURVE FOR THE POND
5196.00
5195.00 • -
5194.00 - - — - •
C)
Ti)
4
5193.00 • •
—
CD
I,
ct
N
5192.00 - •
5191 .00 •
5190.00
0.00 1 .00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00
Storage (acre-feet)
226 UD Detention.xls, Basin 2, 192014. 2 43 Ph1
` RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES I
Project: Liquids Handling Hub
Basin ID:
Cia,
To
.12
X
tt1 Vertical t$2 Vertical
Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice
Water Surface Elevation at Design Depth Elev WS = 5.192 75 feet
Pipe Vertical Orifice Entrance Invert Elevation Elev. Invert = 5.190.90 feet
Required Peak Flow through Orifice at Design Depth O = 4.20 cfs
Pipe/Vertical Orifice Diameter (inches) Dia = 18.0 inches
Orifice Coefficient C. = 0.62
Full-flow Capacity (Calculated)
Full-flow area Af = 1.77 sq ft
Half Central Angle in Radians Theta = 3.14 rad
Full-flow capacity Qf = 9.2 cfs
Percent of Design Flow = 220%
Calculation of Orifice Flow Condition
Half Central Angle (0<Theta<3.1416) Theta = 1.39 rad
Flow area A. = 0.68 sq ft
Top width of Orifice (inches) To = 17.70 inches
Height from Invert of Orifice to Bottom of Plate (feet) Yo = 0.61 feet
Elevation of Bottom of Plate Elev Plate Bottom Edge = _ 5.191.51 feet
Resultant Peak Flow Through Orifice at Design Depth Q. = 4.2 cfs
Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 1.11 feet
Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centrold El. = 5,191.21 feet
226 UD Detention xis. Restnctor Plate 2/19/2014, 2 43 PM
I STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Project: Liquids Handling Hub
Basin ID:
Rounap Order iI (Standard) Roultrr(heir' ..
nWSEL)4w at It Vane
e Yl FLYr RJ alt et Mist
Er
e YS XL YO RI eit II_YO
to WC) ._—0.VI Vr tI
IF..Ji r
Roump Order e1(Sink Starr) Reread Ouch 04
e Y f tl ts•fbee
e II'l EL Dean ttpw J
eV{FL WO RI as R Val Ie-ge.TO......r In ET
-�s
-fan t� VI
elrtde§ III
YO
ro
c VI VI
t't:•Za •..�e•- r ..t•� _ ._{. sae .e•. .. .• -I
Current Routing Order is #3 FC{1
Design Information (Inputir #1 Horiz. #2 Honz. #1 Vert #2 Vert
Circular Opening: Diameter in Inches Dia. = inches
OR
Rectangular Opening: Width in Feet W = 400 1_11 ft
Length (Height for Vertical) LorH =H = 4.00 0 61 ft
Percentage of Open Area After Trash Rack Reduction %open = 90 100
Orifice Coefficient C„= 0.50 0_62
Weir Coefficient C.= 3.40
Orifice Elevation (Bottom for Vertical) E.= 5192.75 5.190 90 1
Calculation of Collection Caoacitv,
Net Opening Area (after Trash Rack Reduction) A0= 14.40 0 68 sq ft
OPTIONAL: User-Overide Net Opening Area A0= sq it
Perimeter as Weir Length Le = 15.20_ ft.
OPTIONAL: User-Overide Weir Length L.= ft
Top Elevation of Vertical Orifice Opening.Top= 5191.51
Center Elevation of Vertical Orifice Opening. Cen = 5191 21
Routing 3: Single Stage - Water flows through WQCV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to Il
culvert sheet (#2 vertical & horizontal openings is not used).
Horizontal Orifices Vertical Orifices
Labels Water WOCV #1 Honz. #1 Horiz #2 Hortz. #2 Horiz. #1 Vert. tt2 Vert Total Target Volunes
for WQCV, Moor. Surface Plate/Riser Weir Orifice Weir Orifice Colection Colection Collection for WQCV. Minor.
& Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity S Major Storage
W S. Elevations ft cfs cfs cfs cfs cis Cfs cis cfs Volumes
(input) (Inked) (output) (output) (output) (output) (output) (output) (output) rl. for goal seek
5190.00 _ 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5191.00 0.00 0.00 0.00 0.00 0.00 0.12 0.00 0.00
5191.50 0.00 0.00 0.00 0.00 0.00 1.82 0.00 0.00
5192.00 0.00 0.00 0.00 0.00 0.00 3.02 0.00 0.00
5192.75 0.00 0.00 0.00 0.00 0.00 4.21 0.00 0.00 25-yr Storage
7,1 A.l.O R _ 5193.00 0.00 6.46 28.89 0.00 0.00 4.53 0.00 4.53
5193.91 0.00 64.57 62.23 0.00 0.00 5.56 0.00 5.56
5194.00 0.00 72.22 64.60 0.00 0.00 5.66 0.00 5.66
5195.00 0.00 174.42 86.67 0.00 0.00 6.59 0.00 6.59
5195.50 0.00 235.68 95.82 0.00 0.00 7.01 0.00 7.01
#NJA #14/A #N/A #NIA *NIA #N/A 0.00 #NIA
#N/A #id/A #N/A #N/A *NIA #N/A 0.00 #NIA
#N/A #N/A UN/A #NIA UN/A #NIA 0.00 ',NIA
#N/A #N/A #N/A , #N/A MIA #N/A 0.00 #N1A
#N/A #14/A #N/A #N1A #N/A #N/A 0.00 #NIA
#N/A #N/A #N/A *NIA #N/A #N/A 0.00 #N/A
#N1A #N/A OVA #N/A #N/A #N/A 0.00 #NIA
#N/A #N/A #14/A #N/A #N/A #14/A 0.00 #N1A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N1A 0.00 #N/A
#N/A MIA #N/A #N/A #N/A MIA 0.00 h MIA
#NIA #N/A #N/A #NIA #N/A #N/A 0.00 h #N/A
#N/A #14/A #N/A #NIA #N/A #N/A 0.00 MIA
•
#N/A #N/A #N/A #NIA #N1A #N/A 0.00 h #N/A
#N/A #N/A #N/A #N1A #N1A #N/A 0.00 #N/A
UN/A #N/A #N/A #N/A #N/A #N/A 0.00 MIA
#N/A *VA #14/A #N/A #N/A #N/A 0.00 h #N1A
#NIA #14/A #N1A #N/A #N/A #N/A 0.00 #N1A
#N1A #N/A #N/A #N/A #N/A #14/A 0.00 #NIA
#N/A #N/A #N/A #N/A #N/A MIA 0.00 MIA
#N1A UN/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N1A #N1A #N/A *N/A 0.00 a MIA
#N1A Stith ON/A #14/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #NIA 0.00 //NIA
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 OVA
#N/A #N/A #N/A #NIA #N/A #N1A 0.00 #N/A
#N/A #N/A #N/A #NIA #NIA #14/A 0.00 #N/A ,
#N1A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #14/A #WA #N1A #N1A #N1A 0.00 h #NIA
#N/A #N/A #N/A *NIA #NIA #N/A 0.00 /INAA
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N1A
#N/A #N/A #N/A #N1A #N/A #N/A 0.00 MIA
#N/A *NIA #N1A #N/A MIA #N/A 0.00 #N/A
226 UD Detention.xls, Outlet 2/19/2014, 2:44 PM
STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Project Liquids Handling Hub
Basin ID:
STAGE-DISCHARGE CURVE FOR THE OUTLET STRUCTURE
5196
5195 •
1
5194 - •
5 - •
C)
C)
C)
4-
C)
C7
ca
5193 •
♦
5192 • •
♦
5191 •
5190 ♦ I
0 1 2 3 4 5 6 7 8
Discharge (cfs)
226 UD Detention xls, Outlet 2/19/2014, 2.44 PM
CSTAGE-DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Protect: Liquids Handling Hub
Basin ID:
r nMn (din' r awin, (d a a .
1 teVail r 11111 w } l u (
a
•
r� r
Status: Culvert Data is valid'
x _ a
r
N
Tar
L • MSS1) V err.
is .
4 r
Memel at
Design Information (Input):
Grcilar Cttvertt Barrel Diameter in Inches D = 18 , in
Circ lar Culvert. Inlet Edge Type (choose from pull-down lat) Square End with Headwall
a
Box Culvert. Barrel Heght (Rise)in Feet Height i Rise i = ft
Box Calvert Barrel Width(Span) in Feet Width(Span' = ft.
Box Cuvert: Inlet Edge Type (choose from pull-down list I 1 5 1 8eve+.c 90 Deg Headwall
Nunber of Barrels No = 1
Inlet Elevation at Gtvert Invert I,,,, = 5190.80 ft etev
Outlet Elevation at Culvert Invert 0,,,.,= 5190.25 ft etev
Culvert Length in Feet L = 130.0 ft
Mamng's Roughness n = 0 0130
Bend Loss Coefficient K. = _ 0 00
Exit Loss Coefficient Ka = 1 00
Design Information (calculated):
Entrance Loss Coefficient K.= 0.50
Friction Loss Coefficient Kra 236
Sun of All Loss Coefficients K= 386
Orifice Wet Condition Coefficient Ca= 0 85
Minimum Energy Condition Coefficient KE,o,= 0 01
Calculations of Culvert Capacity'output):
Water Surface Tailwater Culvert Culvert Flowrate Controlling Inlet
Elevation Surface Inlet-Control Outlet-Control Into Culvert Culvert Equation
From Sheet Elevation Frowrate Flowrate From Sliee'. Flowrate Used
Basin" ft cfs cfs "Outlet' cfs
(ft., linked) (input rf known' (output) (output) (cfs, linked) (output) (output)
5190.00 0.00 0.00 0.00 0.00 0.00 No Flow(WS< net),
5191.00 0.00 0.20 3.52 0.00 0.00 Mn Energy. Eqn.
5191.50 0.00 3.30 4.34 0.00 0.00 Regression Eqn
5192.00 0.00 4.50 4.61 0.00 0.00 , Regression Eqn
5192.75 0.00 8.00 6.01 0.00 0.00 Regression Eqn
5193.00 0.00 9.80 7.21 1.53 4.53 Regression Eqn
5193.91 0.00 13.00 9.46 5.56 5.56 Regression Eqn.
5194.00 0.00 13.20 9.67 5.66 5.66 Regression Eqn-
5195.00 0.00 15.90 11.62 6.59 6.59 Regression Eqn
5195.50 0.00 17.10 12.47 7.01 7.01 Orifice Eqn.
0.00 0.00 0.00 0.00 0N/A MIA No Flow(WS< wet)
0.00 0.00 0.00 0.00 MWA MIA No Flow(WS< wet)
0.00 0.00 0.00 0.00 ON/A MIA No Flow(WS< Net)
0.00 0.00 0.00 0.00 liN/A MN/A Pb Fbw(WS< wet)
0.00 0.00 0.00 0.00 MIA *NIA No Flow(WS<wet)
0.00 0.00 0.00 0.00 NN/A MN/A No Flow (WS< Wet)
0.00 0.00 0.00 0.00 MIA MN/A Na Flow MS< Net)
0.00 0.00 0.00 0.00 MWA 1N/A No Fbw(WS< Wet)
0.00 0.00 0.00 0.00 MWA *NIA No Flaw MS< wet)
0.00 0.00 0.00 0.00 MIA MIA No Flow (WS< wet)
0.00 0.00 0.00 0.00 MIA MIA Pb Flaw(WS< wet)
0.00 0.00 0.00 0.00 IN/A MIA Pb Flow(WS< Wet)
0.00 0.00 0.00 0.00 MWA 014/A Pb Flow(WS< Net)
0.00 0.00 0.00 0.00 MIA #N/A No Flow(WS< Wet)
0.00 0.00 0.00 0.00 #NIA MN/A No Flow(WS< Wet)
0.00 0.00 0.00 0.00 #N/A MN/A No Flow(WS < Wet)
0.00 0.00 0.00 0.00 ova ON/A lb Flow(WS< wet)
0.00 0.00 0.00 0.00 #N/A MIA No Flow(WS c inlet)
0.00 0.00 0.00 0.00 :min MIA Pb Flow(WS<Net)
0.00 0.00 0.00 0.00 oil *NM No Flow(WS< het)
0.00 0.00 0.00 0.00 alit SIN/A No Flow(WS<wet)
0.00 0.00 0.00 0.00 #WA IN/A No Flow(WS< Wet)
0.00 0.00 0.00 0.00 #11/A *NIA No Flow(WS< Net)
0.00 0.00 0.00 0.00 OVA *NIA No Flow(WS< wet)
0.00 0.00 0.00 0.00 *NIA *WA Pb Flow(WS< wet)
0.00 0.00 0.00 0.00 #IA MN/A No Flow(WS< het)
0.00 0.00 0.00 0.00 OVA eN/A No Flow(WS< het)
0.00 0.00 0.00 0.00 MIA #N/A No Flow(WS< het)
0.00 0.00 0.00 0.00 MIA #N/A No Flow(WS< Wet)
0.00 0.00 0.00 0.00 MIA #N/A No Flow(WS< Wet)
0.00 0.00 0.00 0.00 1N/A r+N/A Pb Flow(WS < wet)
0.00 0.00 0.00 0.00 *WA ttN/A No Flow(WS< het)
0.00 0.00 0.00 0.00 IN/A MIA No Flow(WS< het)
0.00 0.00 0.00 0.00 MIA MIA No Flow(WS< Wet)
226 W Detertlan.xis, Calvert 2/19/2011, 2:14 PM
STAGE-DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Protect: Liquids Handling Hub
Basin ID:
STAGE-DISCHARGE CURVE FOR THE FINAL OUTLET PIPE CULVERT
5196.00
5195.00 - •
5194.00 - •
a)
5193.00 - - •
aj
a) ♦
rn
ca
5192.00 ♦ • •
•
5191 .00 • • - •
5190.00 • .
0.00 1 .00 2.00 3 DD 4.00 5.00 6.00 7.00 8.00
Discharge (cfs)
41
226 LO Determon xis. Ctived
STAGE-DISCHARGE SIZING OF THE SPILLWAY
Project: Liquids Handling Hub
Basin ID:
< t
� tv >
aatft CRV -
Design Information (input):
Bottom Length of Weir L = 130.00 feet
Angle of Side Slope Weir Angle = 75.96 i degrees
Elev. for Weir Crest EL. Crest = 5,194.91 feet
Coef. for Rectangular Weir C.. = 3.00
Coef. for Trapezoidal Weir C; = 2.52
Calculation of Spillway Capacity (output):
Water Rect. Triangle Total Total
Surface Weir Weir Spillway Pond
Elevation Flowrate Flowrate Release Release
ft. cfs cfs cfs cfs
[ linked) output) (output) ( output) K;output)
5190.00 0.00 0.00 0.00 0.00
5191 .00 0.00 0.00 0.00 0.00
5191 .50 0.00 0.00 0.00 0.00
5192.00 0.00 0.00 0.00 0.00
5192.75 0.00 0.00 0.00 0.00
5193.00 0.00 0.00 0_00 4.53
5193.91 0.00 0.00 0.00 5.56
5194.00 0.00 0.00 0.00 5.66
5195.00 10.53 0.02 10.55 17.14
5195.50 176.74 2.69 179.44 186.45
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #NIA
#N/A #N/A #N/A #NIA #NIA
#N/A #NIA #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #NIA
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #NIA #N/A #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A i #N/A #N/A
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #NIA #NIA
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #NIA #NIA
#N/A #N/A i #N/A #NIA #N/A
#N/A #N/A #NIA #N/A #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A i #NIA #N/A
#N/A #N/A #N/A #NIA #N/A
226 UD Detention.xls, Spillway 2/19/2014, 2:45 PM
STAGE-DISCHARGE SIZING OF THE SPILLWAY
Project: Liquids Handling Hub
Basin ID:
STAGE-STORAGE-DISCHARGE CURVES FOR THE POND
Storage (Acre-Feet)
0 2 4 6 8 10
5196 -
5195 • •
5194 •
42)
•
5193 7
5192 MI - -
•
5191 s - - •
5190 -
0 50 100 150 200
Pond Discharge (cfs)
*ow ono".. —.—;ow crows'
226 UD Detention.xds, Spillway 2/19/2014, 2:45 PM
Culvert Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc Friday, Sep 20 2013
Ex . 48 inch CMP Culvert
Invert Elev Dn (ft) = 5187 . 37 Calculations
Pipe Length (ft) = 59 . 50 Qmin (cfs) = 140 . 00
Slope (%) = 2 . 84 Qmax (cfs) = 474 . 00
Invert Elev Up (ft) = 5189 . 06 Tailwater Elev (ft) = (dc+ D)/2
Rise (in) = 90 . 0
Shape = Circular Highlighted
Span (in) = 90 . 0 Qtotal (cfs) = 160 . 00
No. Barrels = 1 Qpipe (cfs) = 160. 00
n-Value = 0 . 022 Qovertop (cfs) = 0 . 00
Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 4 .74
Culvert Entrance = Mitered to slope (C) Veloc Up (ft/s) = 8. 86
Coeff. K, M , c, Y, k = 0 . 021 , 1 . 33 , 0 . 0463 , 0. 75 , 0 . 7 HGL Dn (ft) = 5192 .73
HGL Up (ft) = 5192 .27
Embankment Hw Elev (ft) = 5193 .87
Top Elevation (ft) = 5204 . 06 Hw/D (ft) = 0.64
Top Width (ft) = 35 . 00 Flow Regime = Inlet Control
Crest Width (ft) = 50 . 00
E •.. 1:_ n,.t, _hl i' 1 ;.•. rt nee OeGn in,
I
I I 7 15 94
/
- - mounts*
0 -
.206
1 •506
• i•, :5 30 36 40 t6 60 56 60 66 70 75 60
. is , :. .4 Embsrb
Remit It
Q Veloc Depth
Total Pipe Over Dn Up Dn Up
(cfs) (cfs) (cfs) (ft/s) (ft/s) (in) (in)
140.00 140.00 0.00 4.24 8.43 62.97 36.16
160.00 160.00 0.00 4.74 8.86 64.27 38.53
180.00 180.00 0.00 5.23 9.20 65.48 40.96
200.00 200.00 0.00 5.70 9.52 66.64 43.28
220.00 220.00 0.00 6.17 9.82 67.75 45.50
240.00 240.00 0.00 6.62 10.12 68.81 47.62
260.00 260.00 0.00 7.07 10.40 69.83 49.66
280.00 280.00 0.00 7.51 10.68 70.81 51 .62
300.00 300.00 0.00 7.94 10.96 71 .75 53.51
320.00 320.00 0.00 8.37 11 .23 72.68 55.35
340.00 340.00 0.00 8.80 11 .50 73.56 57.12
360.00 360.00 0.00 9.22 11 .77 74.41 58.82
380.00 380.00 0.00 9.63 12.04 75.24 60.48
400.00 400.00 0.00 10.05 12.30 76.05 62.09
420.00 420.00 0.00 10.46 12.57 76.83 63.66
440.00 440.00 0.00 10.86 12.84 77.58 65.16
460.00 460.00 a® 11 .27 13.12 78.31 66.62
HGL
Dn Up ft-sw 1 Hw/D
(ft) (ft) I (ft)
5192.62 5192.07 5193.52 0.59
5192.73 5192.27 5193.87 0.64
5192.83 5192.47 5194.21 0.69
5192.92 5192.67 5194.53 0.73
5193.02 5192.85 5194.85 0.77
5193.10 5193.03 5195.16 0.81
5193.19 5193.20 5195.47 0.85
5193.27 5193.36 5195.77 0.89
5193.35 5193.52 5196.06 0.93
5193.43 5193.67 5196.36 0.97
5193.50 5193.82 5196.65 1.01
5193.57 5193.96 5196.94 1.05
5193.64 5194.10 5197.22 1.09
5193.71 5194.23 5198.63 1.28
5193.77 5194.37 5199.02 1.33
5193.84 5194.49 5199.43 1.38
5193.90 5194.61 5199.85 1.44
Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D® 2012 by Autodesk, Inc Friday, Sep 20 2013
< Name>
Circular Highlighted
Diameter (ft) = 4 . 00 Depth (ft) = 0.40
Q (cfs) = 3 . 013
Area (sqft) = 0 .66
Invert Elev (ft) = 5187 . 37 Velocity (ft's) = 4 . 58
Slope (%) = 2 . 84 Wetted Perim (ft) = 2 . 58
N-Value = 0. 022 Crit Depth , Yc (ft) = 0 . 50
Top Width (ft) = 2 .40
Calculations EGL (ft) = 0. 73
Compute by: Q vs Depth
No . Increments = 10
Elev (ft) Depth (ft)
Section
5192.00 - - 4.63
5191 .00 3.63
5190.00 , 2 63
5189. 00 r - 1 .63
5188.00
i 0 63
5187. 00 -0. 37
5186.00 - - -1 .37
0 1 2 3 4 5 6
Reach (ft)
`
Depth O Area Veloc Wp
(ft) (cfs) (soft) (ft/s) (ft)
0.40 3.013 0.658 4.58 2 58
0.80 12.66 1 .803 7.02 3.72
1 .20 28.07 3.176 8.84 4.64
1 .60 48.26 4.698 10.27 5.48
2.00 72.03 6.317 11.40 6.30
2.40 96.45 7.894 12.22 7.10
2.80 120.0 9.414 12.75 7.94
3.20 139.9 10.78 12.97 8.86
3.60 152.5 11.92 12.80 10.00
4.00 143.0 12.57 11 .38 12.57
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Wednesday, Sep 25 2013
Swale Capacity Analysis : Basin H2
Trapezoidal Highlighted
Bottom Width (ft) = 13 . 00 Depth (ft) = 0 . 20
Side Slopes (z: 1 ) = 5 . 00 , 5 . 00 Q (cfs) = 8 . 303
Total Depth (ft) = 2 . 00 Area (sqft) = 2 . 80
Invert Elev (ft) = 5220 . 00 Velocity (ft/s) = 2 . 97
Slope (%) = 1 . 50 Wetted Perim (ft) = 15 . 04
N-Value = 0 . 020 Crit Depth , Yc (ft) = 0 . 23
Top Width (ft) = 15 . 00
Calculations EGL (ft) = 0 . 34
Compute by: Q vs Depth
No . Increments = 10
Elev ( ) Depth ft (ft)
Section
5223.00 - - 3.00
5222. 50 2.50
5222 .00 -- 2. 00
5221 . 50 1 .50
5221 .00 - 1 .00
5220. 50 0.50
IciP
de
5220.00 0.00
5219. 50 -0.50
0 5 10 15 20 25 30 35 40 45
Reach (ft)
Depth Q Area Veloc Wp 'L
(ft) 'c:
0.20 8.303 2.800 2.97 15.04
0.40 27.17 6.000 4.53 17.08
0.60 55.18 9.600 5.75 19. 12
0.80 92.16 13.60 6.78 21 .16
1 .00 138.3 18.00 7.68 23.20
1 .20 193.9 22.80 8.50 25.24
1 .40 259.3 28.00 9.26 27.28
1 .60 334.9 33.60 9.97 29.32
1 .80 421 .1 39.60 10.63 31 .36
2.00 518.3 46.00 11 .27 33.40
Ye TopWidth Energy
(ft) (ft) (ft)
0.23 15.00 0.34
0.49 17.00 0.72
0.75 19.00 1 .11
1 .02 21 .00 1 .51
1 .29 23.00 1 .92
1 .56 25.00 2.32
1 .83 27.00 2.73
2.00 29.00 3.14
2 00 31 .00 3.56
2.00 33.00 3.97
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc Friday, Oct 4 2013
Swale Capacity Analysis : Basin H2 & H3
Trapezoidal Highlighted
Bottom Width (ft) = 12 . 00 Depth (ft) = 0. 25
Side Slopes (z: 1 ) = 4 . 00 , 4. 00 Q (cfs) = 9. 090
Total Depth (ft) = 3 . 00 Area (sqft) = 3 . 25
Invert Elev (ft) = 5214 . 00 Velocity (ft/s) = 2 . 80
Slope (%) = 1 . 00 Wetted Perim (ft) = 14 . 06
N-Value = 0 . 020 Crit Depth , Yc (ft) = 0 .26
Top Width (ft) = 14 . 00
Calculations EGL (ft) = 0. 37
Compute by: Q vs Depth
No . Increments = 12
Elev (ft) Section Depth (ft)
5218.00 - - - 4. 00
5217.00 - 3.00
5216. 00 - - - 2. 00
5215.00 - 100
1gP i /
5214.00 0.00
5213.00 - - -1 00
0 5 10 15 20 25 30 35 40 45 50
Reach (ft)
Depth Q Area Veloc Wp
(ft) (cfs) (sqft) (ft/s) (ft)
0.25 9.090 3.250 2.80 14.06
0.50 29.81 7.000 4.26 16.12
0.75 60.68 11 .25 5.39 18.18
1 .00 101 .6 16.00 6.35 20.25
1 .25 152.9 21 .25 7.19 22.31
1 .50 214.8 27.00 7.96 24.37
1.75 287.9 33.25 8.66 26.43
2.00 372.7 40.00 9.32 28.49
2.25 469.5 47.25 9.94 30.55
2.50 579.1 55.00 10.53 32.62
2.75 701 .7 63.25 11 .09 34.68
3.00 838.0 72.00 11 .64 36.74
Yc TopWidth Energy
(ft) (ft) (ft)
0.26 14.00 0.37
0.55 16.00 0.78
0.84 18.00 1 .20
1 .15 20.00 1 .63
1.45 22.00 2.05
1.76 24.00 2.48
2.07 26.00 2.92
2.38 28.00
3.35
2.70 30.00 3.79
3.00 32.00 4.22
3.00 34.00 4.66
3.00 36.00 5.11
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc Monday, Oct 14 2013
SECTION A-A ( Basin H2 & H3)
Trapezoidal Highlighted
Bottom Width (ft) = 12 . 00 Depth (ft) = 2 . 05
Side Slopes (z: 1 ) = 4 . 00 , 4 . 00 Q (cfs) = 390 . 00
Total Depth (ft) = 4 . 00 Area (sqft) = 41 .41
Invert Elev (ft) = 5214 . 00 Velocity (ft/s) = 9 .42
Slope (c/o) = 1 . 00 Wetted Perim (ft) = 28 . 90
N-Value = 0. 020 Crit Depth , Yc (ft) = 2 .44
Top Width (ft) = 28 .40
Calculations EGL (ft) = 3 .43
Compute by: Known Q
Known Q (cfs) = 390 . 00
Elev ( ) Depth ft (ft)
Section
5219.00 - - - 5.00
5218.00 - 4 00
5217.00 3. 00
V
5216.00 �-= 2.00
5215. 00 1 .00
5214. 00 0.00
5213.00 -1 00
0 5 10 15 20 25 30 35 40 45 50 55
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 18 2014
Channel DP2
Triangular Highlighted
Side Slopes (z: 1 ) = 3. 00 , 3. 00 Depth (ft) = 0. 99
Total Depth (ft) = 2 . 00 Q (cfs) = 8 . 200
Area (sqft) = 2. 94
Invert Elev (ft) = 100 . 00 Velocity (ft/s) = 2. 79
Slope (% ) = 0.40 Wetted Perim (ft) = 6. 26
N -Value = 0 . 020 Crit Depth, Yc (ft) = 0 . 86
Top Width (ft) = 5. 94
Calculations EGL (ft) = 1 . 11
Compute by: Known Q
Known Q (cfs) = 8. 20
Elev (ft) Depth (ft)
Section
103.00 3.00
102.50 2.50
102.00 - - 2. 00
101 .50 1 . 50
101 .00 1 .00
100.50 0. 50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 18 2014
Channel DP3
Triangular Highlighted
Side Slopes (z: 1 ) = 3. 00 , 3. 00 Depth (ft) = 0. 92
Total Depth (ft) = 2 . 00 Q (cfs) = 15 . 10
Area (sqft) = 2. 54
Invert Elev (ft) = 100 . 00 Velocity (ft/s) = 5. 95
Slope (% ) = 2. 00 Wetted Perim (ft) = 5. 82
N -Value = 0 . 020 Crit Depth, Yc (ft) = 1 . 10
Top Width (ft) = 5. 52
Calculations EGL (ft) = 1 .47
Compute by: Known Q
Known Q (cfs) = 15. 10
Elev (ft) Depth (ft)
Section
103.00 3.00
102.50 2.50
102.00 - - 2. 00
101 .50 1 . 50
101 .00 1 .00
100.50 0. 50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 18 2014
Channel DP4
Trapezoidal Highlighted
Bottom Width (ft) = 2 . 00 Depth (ft) = 1 . 14
Side Slopes (z: 1 ) = 3. 00 , 3. 00 Q (cfs) = 20 . 70
Total Depth (ft) = 1 . 50 Area (sqft) = 6. 18
Invert Elev (ft) = 5200 . 00 Velocity (ft/s) = 3. 35
Slope (% ) = 0. 80 Wetted Perim (ft) = 9. 21
N -Value = 0 . 030 Crit Depth, Yc (ft) = 0 . 97
Top Width (ft) = 8. 84
Calculations EGL (ft) = 1 . 31
Compute by: Known Q
Known Q (cfs) = 20. 70
Elev (ft) Depth (ft)
Section
5202 .00 2.00
5201 .50 1 .50
- H-
5201 .00 - 1 .00
5200 .50 0.50
5200 .00 0.00
5199 .50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 18 2014
Channel DP5
Triangular Highlighted
Side Slopes (z: 1 ) = 3. 00 , 3. 00 Depth (ft) = 1 . 09
Total Depth (ft) = 2 . 00 Q (cfs) = 10 . 60
Area (sqft) = 3. 56
Invert Elev (ft) = 100 . 00 Velocity (ft/s) = 2. 97
Slope (% ) = 0.40 Wetted Perim (ft) = 6. 89
N -Value = 0 . 020 Crit Depth, Yc (ft) = 0 . 96
Top Width (ft) = 6. 54
Calculations EGL (ft) = 1 . 23
Compute by: Known Q
Known Q (cfs) = 10. 60
Elev (ft) Depth (ft)
Section
103.00 3.00
102.50 2.50
102.00 - - 2. 00
101 .50 1 . 50
101 .00 1 .00
100.50 0. 50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 18 2014
Channel DP6
Triangular Highlighted
Side Slopes (z: 1 ) = 3. 00 , 3. 00 Depth (ft) = 1 .28
Total Depth (ft) = 2 . 00 Q (cfs) = 11 . 60
Area (sqft) = 4. 92
Invert Elev (ft) = 100 . 00 Velocity (ft/s) = 2. 36
Slope (% ) = 0. 20 Wetted Perim (ft) = 8. 10
N -Value = 0 . 020 Crit Depth, Yc (ft) = 0 . 99
Top Width (ft) = 7. 68
Calculations EGL (ft) = 1 . 37
Compute by: Known Q
Known Q (cfs) = 11 . 60
Elev (ft) Depth (ft)
Section
103.00 3.00
102.50 2.50
102.00 - - 2. 00
101 .50 1 . 50
101 .00 1 .00
100.50 0. 50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 18 2014
Channel DP9
Triangular Highlighted
Side Slopes (z: 1 ) = 3. 00 , 3. 00 Depth (ft) = 1 . 25
Total Depth (ft) = 2 . 00 Q (cfs) = 10 . 80
Area (sqft) = 4. 69
Invert Elev (ft) = 100 . 00 Velocity (ft/s) = 2. 30
Slope (% ) = 0. 20 Wetted Perim (ft) = 7. 91
N -Value = 0 . 020 Crit Depth, Yc (ft) = 0 . 96
Top Width (ft) = 7. 50
Calculations EGL (ft) = 1 . 33
Compute by: Known Q
Known Q (cfs) = 10. 80
Elev (ft) Depth (ft)
Section
103.00 3.00
102.50 2.50
102.00 - • - 2. 00
101 .50 • 1 . 50
101 .00 1 .00
100.50 0. 50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jun 13 2014
DP2 - CULVERT 11
Invert Elev Dn (ft) = 5207 . 82 Calculations
Pipe Length (ft) = 45. 00 Qmin (cfs) = 3. 50
Slope (% ) = 0 .40 Qmax (cfs) = 8. 20
Invert Elev Up (ft) = 5208 . 00 Tailwater Elev (ft) = (dc+ D)/2
Rise ( in) = 15 . 0
Shape = Circular Highlighted
Span (in ) = 15 . 0 Qtotal (cfs) = 8.20
No . Barrels = 1 Qpipe (cfs) = 8. 20
n-Value = 0 .013 Qovertop (cfs) = 0. 00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6. 81
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 6. 68
Coeff. K, M , c,Y, k = 0 . 0045 , 2 , 0 . 0317, 0 . 69, 0 .2 HGL Dn (ft) = 5209 . 01
HGL Up (ft) = 5209 . 71
Embankment Hw Elev (ft) = 5210 .28
Top Elevation (ft) = 5210 . 90 Hw/D (ft) = 1 . 82
Top Width (ft) = 20. 00 Flow Regime = Inlet Control
Crest Width (ft) = 50. 00
Elev I c DP2 - CULVERT 11 Hw Depth (ft)
5211 .00 1 do, 1 1 1 I - 3.00
N
�.
Inlet cc ntrol
5210.00 r 2.00
52O9.O0 i — r 1 .
V V 'J
- .
r _ 1 , r
,7::,
I V
7 r i
i L
1 : 11 20 25 30 35 4: _ •- . - - 1
irmi _, r OL. H ert HGL Embank - - - , ft ;
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jun 13 2014
DP3 - CULVERT 14
Invert Elev Dn (ft) = 5200 . 30 Calculations
Pipe Length (ft) = 50. 00 Qmin (cfs) = 6.20
Slope (% ) = 0 .40 Qmax (cfs) = 15. 10
Invert Elev Up (ft) = 5200 . 50 Tailwater Elev (ft) = (dc+ D)/2
Rise ( in) = 24 . 0
Shape = Circular Highlighted
Span (in ) = 24 . 0 Qtotal (cfs) = 15 .00
No . Barrels = 1 Qpipe (cfs) = 15 . 00
n-Value = 0 .013 Qovertop (cfs) = 0. 00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5. 28
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 6.41
Coeff. K, M , c,Y, k = 0 . 0045 , 2 , 0 . 0317, 0 . 69, 0 .2 HGL Dn (ft) = 5202 . 00
HGL Up (ft) = 5201 . 90
Embankment Hw Elev (ft) = 5202 . 63
Top Elevation (ft) = 5202 . 90 Hw/D (ft) = 1 . 07
Top Width (ft) = 20. 00 Flow Regime = Inlet Control
Crest Width (ft) = 50. 00
r~ DP3 - CULVERT 14 H L. epih ft
2 � �
I I I I I
:: :/F 5202.00 1 tz:_
5201 .50 1 . :: :::
5201CI
5200.50 — -
�—
5200.00 -0.50
5199.50 r i -1 .00
0 5 10 15 20 25 30 35 40 45 50 56 _ = 65 70
— Circular Culvert HGL Embank Reach (ft)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jun 13 2014
DP4 - CULVERT 4
Invert Elev Dn (ft) = 5194 . 55 Calculations
Pipe Length (ft) = 113 . 00 Qmin (cfs) = 8. 70
Slope (% ) = 0.40 Qmax (cfs) = 20 . 70
Invert Elev Up (ft) = 5195 . 00 Tailwater Elev (ft) = (dc+ D)/2
Rise ( in) = 30 . 0
Shape = Circular Highlighted
Span (in ) = 30 . 0 Qtotal (cfs) = 20 .70
No . Barrels = 1 Qpipe (cfs) = 20 . 70
n-Value = 0 .013 Qovertop (cfs) = 0. 00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4. 87
Culvert Entrance = Groove end w/headwall (C ) Veloc Up (ft/s) = 6. 50
Coeff. K, M , c,Y, k = 0 . 0018 , 2 , 0 . 0292 , 0 . 74 , 0 .2 HGL Dn (ft) = 5196 . 57
HGL Up (ft) = 5196 . 54
Embankment Hw Elev (ft) = 5197 .23
Top Elevation (ft) = 5200 . 30 Hw/D (ft) = 0. 89
Top Width (ft) = 20. 00 Flow Regime = Inlet Control
Crest Width (ft) = 50. 00
Elev (ft) DP4 - CULVERT 4 Hy,. E: ept 1ft ,
5201 .00 = ' _
V
5200.00
5199.00 - . .-
5198.00 ICC'
5197.00 m c.— r
J ;
Inlet control
5196.00 1 . 11,
5195.00
IMEMPab
4. 0
5194.00 - 1 . 1,1
5193.00 I -2.00
0 1 :_ 50 60 70 80 90 100 111 120 130 140 150 160
ircL.i ., r _: L. iH; ert -- HGL Embank Reach (ft)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jun 13 2014
DP5 - CULVERT 10
Invert Elev Dn (ft) = 5197 .47 Calculations
Pipe Length (ft) = 38 . 00 Qmin (cfs) = 4.20
Slope (% ) = 1 . 39 Qmax (cfs) = 10 . 60
Invert Elev Up (ft) = 5198 . 00 Tailwater Elev (ft) = (dc+ D)/2
Rise ( in) = 24 . 0
Shape = Circular Highlighted
Span (in ) = 24 . 0 Qtotal (cfs) = 10 .60
No . Barrels = 1 Qpipe (cfs) = 10 .60
n-Value = 0 .013 Qovertop (cfs) = 0. 00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3. 98
Culvert Entrance = Groove end w/headwall (C ) Veloc Up (ft/s) = 5. 58
Coeff. K, M , c,Y, k = 0 . 0018 , 2 , 0 . 0292 , 0 . 74 , 0 .2 HGL Dn (ft) = 5199 . 05
HGL Up (ft) = 5199 . 17
Embankment Hw Elev (ft) = 5199 . 66
Top Elevation (ft) = 5203 .20 Hw/D (ft) = 0. 83
Top Width (ft) = 20. 00 Flow Regime = Inlet Control
Crest Width (ft) = 50. 00
Elev (ft) DP5 - CULVERT 10 H epih 1ft ,
5204.00 _ :r ::
5203.00 _ .
52 02.00 . :
5201 .00
5200.00 `
5199.00 a: 1 : "
5198.00 — r
5197.00 - - 1 . 0:_
5196.00 I -2.00
5 10 15 20 25 30 35 40 _ = 55 60
— Circular Culvert — HGL Embank Reach (ft)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jun 13 2014
DP9 - CULVERT 7
Invert Elev Dn (ft) = 5199 . 59 Calculations
Pipe Length (ft) = 52 . 00 Qmin (cfs) = 3.40
Slope (% ) = 0 .40 Qmax (cfs) = 10 . 80
Invert Elev Up (ft) = 5199 . 80 Tailwater Elev (ft) = (dc+ D)/2
Rise ( in) = 18 . 0
Shape = Circular Highlighted
Span (in ) = 18 . 0 Qtotal (cfs) = 10 .80
No . Barrels = 1 Qpipe (cfs) = 10 . 80
n-Value = 0 .013 Qovertop (cfs) = 0. 00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6. 35
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 6. 11
Coeff. K, M , c,Y, k = 0 . 0045 , 2 , 0 . 0317, 0 . 69, 0 .2 HGL Dn (ft) = 5200 . 97
HGL Up (ft) = 5201 . 53
Embankment Hw Elev (ft) = 5202 . 02
Top Elevation (ft) = 5202 . 50 Hw/D (ft) = 1 .48
Top Width (ft) = 25. 00 Flow Regime = Inlet Control
Crest Width (ft) = 50. 00
Elev If: DP9 - CULVERT 7 Hy,. Dept 1 ft
5203.00 3.20
s„pe1'l
5202.00 - .{"f f fnl�tcontrvl 2.20
4
l
5201 .00 1 1 .20
5200.00 V" 'J r.-
5199.G:: _ . ; v
5198.00 - 1 .83
0 1 � 1 .: 20 25 30 35 40 45 50 55 c :; 65 70 75
= ir:_ L. t ,, r 0L. .; ert HGL Embank Reach (ft)
Culvert Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk. Inc. Wednesday. Mar 19 2014
DP13 - CULVERT 8
Invert Elev Dn (ft) = 5201 .41 Calculations
Pipe Length (ft) = 60 . 70 Qmin (cfs) = 2. 90
Slope (% ) = 0 . 51 Qmax (cfs) = 6. 70
Invert Elev Up (ft) = 5201 . 72 Tailwater Elev (ft) = (dc+ D)/2
Rise ( in) = 18 . 0
Shape = Circular Highlighted
Span (in ) = 18 . 0 Qtotal (cfs) = 2. 90
No . Barrels = 1 Qpipe (cfs) = 2. 90
n-Value = 0 .013 Qovertop (cfs) = 0. 00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 2. 14
Culvert Entrance = Groove end w/headwall (C ) Veloc Up (ft/s) = 3. 98
Coeff. K, M , c,Y, k = 0 . 0018 , 2 , 0 . 0292 , 0 . 74 , 0 .2 HGL Dn (ft) = 5202 .48
HGL Up (ft) = 5202 . 37
Embankment Hw Elev (ft) = 5202 . 61
Top Elevation (ft) = 5205 . 00 Hw/D (ft) = 0. 60
Top Width (ft) = 25. 00 Flow Regime = Inlet Control
Crest Width (ft) = 50. 00
Elev (ft) DP13 - CULVERT 8 He. Depth (ft)
5206-00 - - - 4.28
520500 328
5204.00 z7777 : :3
5203.00 1 c
5202.00 _ _-
5201.00 -
5200.00 - -1
0 5 10 15 20 25 30 35 40 45 53 55 _ :: = 30' 65
Circular Culvert HGL Embank
Reach (R)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Friday, Sep 20 2013
Emergency Overflow
Rectangular Highlighted
Bottom Width (ft) = 130 . 00 Depth (ft) = 0 . 05
Total Depth (ft) = 0. 50 Q (cfs) = 3 .702
Area (sqft) = 6 . 50
Invert Elev (ft) = 5194. 00 Velocity (ft/s) = 0 . 57
Slope (%) = 0 . 50 Wetted Perim (ft) = 130 . 10
N-Value = 0 . 025 Crit Depth , Yc (ft) = 0 . 03
Top Width (ft) = 130 . 00
Calculations EGL (ft) = 0 . 06
Compute by: Q vs Depth
No. Increments = 10
Elev (ft) Section Depth (ft)
5195. 00 - 1 .00
5194.75 • - 0.75
5194. 50 - - 0.50
5194.25 •
0.25
v
5194.00 - 0.00
5193.75 - - - -- - - -- -0.25
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Reach (ft)
Depth Q Area Veloc Wp
(ft) (cfs) (soft) (ft/s) (ft)
0.05 3.702 6.500 0.57 130.10
0.10 11.75 13.00 0.90 130.20
0.15 23.09 19.50 1 .18 130.30
0.20 37.28 26.00 1 .43 130.40
0.25 54.05 32.50 1 .66 130.50
0.30 73.20 39.00 1 .88 130.60
0.35 94.60 45.50 2.08 130.70
0.40 118.1 52.00 2.27 130.80
0.45 143.7 58.50 2.46 130.90
0.50 171 .2 65.00 2.63 131.00
Yc TopWidth Energy
(ft) (ft) (ft)
0.03 130.00 0.06
0.07 130.00 0.11
0.10 130.00 0.17
0.14 130.00 0.23
0.18 130.00 0.29
0.22 130.00 0.35
0.26 130.00 0.42
0.30 130.00 0.48
0.34 130.00 0.54
0.38 130.00 0.61
BASELINE
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PROJECT NAME: Liquids Handling Hub DATE. 6118/14
PROJECT NUMBER: PL226
CALCULATED BY: SMB
CHECKED BY NJN
RIPRAP SIZING CALCULATIONS
Culvert d W V d Pd Rock Sire D so T (feet) 1 W AREA AREA
(ft) (ft) (ft/s) (ft) (Design !Figure HS-201 (inches) (THICKNESS( (feet) (feet) REQUIRED PROVIDED
(VELOCITY( (DEPTH( Perometer/ (Figure HS-91 (LENGTH( (WIDTH( Isr) (SY)
DP2 Culvert 4 1.25 5 6.68 i 1.25 9.2 Type L 9 1.5 5 5 2.8 4
DP3 -Culvert 14 2 8 5.28 2 9.6 Type L 9 1.5 8 8 7.1 11
DP4 -Culvert 4 2.5 10 4.87 2.5 10.2 Type L 9 1.5 10 10 11.1 17
DP5 - Culvert 10 2 8 3.98 2 9.0 Type L 9 1.5 8 8 7.1 11
DP9 - Culvert 7 1.5 6 6.35 1.5 9.4 Type L 9 1.5 6 6 4.0 6
Note: 1. Equations per UDFCD Criteria Manual Section 3.4.3.2
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L = 4d T=2xD;;,
Tiptop Type D-,,: (Medran Rock Site- inches)
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818 18(min. dimension of grouted boulders)
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___
J 10- YR RUNOFF COEFF. GRAPHIC SCALE
JOB NO. PL 226
PROPOSED 1 . 01 x . 83 100 H I-I H 0 100 200 2RA1Mic NAME
Z 100-YR RUNOFF COEFF.
z SUBBASIN (IN FEET)
226 `EC DNG P .dwg OF 2
AREA 1 INCH = 100 FT D N G 2
FINAL DRAINAGE
STUDY
ENCANA OIL & GAS ( USA) INC .
LIQUIDS HANDLING HUB
A parcel of land located in the East half of Section 21,
Township 1N, Range 68W of the 6th P . M . , Weld County, Colorado
Prepared By :
Baseline Engineering Corporation
700 12th Street # 220
Golden, Colorado 80401
Prepared For :
Encana Oil & Gas ( USA) Inc .
370 17th Street, Suite 1700
Denver, Colorado 80202
encana
March 19, 2014
Revised June 16t", 2014
Vicinity Map for the Encana Liquids Handling Hub
• I J 1 ; : - - - i' r�
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WCR 8 / Erie Parkway ' -.
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Site t Broomfield
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WCR6 : .
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Section 21, Township 1N, Range 68W
2
" I hereby certify that this report for the drainage design of the Encana Oil & Gas (USA) Inc.;
Liquids Handling Hub, was prepared by me (or under my direct supervision ) in accordance with
the provisions of the Weld County storm drainage criteria for the owners thereof."
Noah Nemmers P. E.
State of Colorado No . 39820
3
Baseline Engineering Corp.
700 12th St. Suite 220
Golden CO 80401
Contents
General Location and Description 5
Location 5
Description of Property 5
Drainage Basin and Sub-Basin 5
Major Basin Description 5
Sub-Basin Description 6
Drainage Design Criteria 9
Development Criteria Reference and Constraints 9
Hydrological Criteria 10
Hydraulic Criteria 12
General Concept 14
Specific Details 15
Conclusions 16
Compliance with Weld County Code 16
Drainage Concept 16
References 16
Appendix
A. FIRM MAP & SOILS MAP
B. RAINFALL DATA
C. HEC-HMS CALCULATIONS AND OUTPUT (HISTORIC)
D. HEC-HMS CALCULATIONS AND OUTPUT (PROPOSED)
E. RATIONAL METHOD CALCULATIONS (PROPOSED)
F. HYDRAULIC COMPUTATIONS
G. HISTORIC DRAINAGE PLAN
H. PROPOSED DRAINAGE PLAN
4
General Location and Description
Location
i. A parcel of land located in the east half of Section 21, Township 1 North, Range
68 West of the 6th Principal Meridian, County of Weld, State of Colorado
ii. The Liquids Handling Hub (hereinafter as "Site" ) bounded on the east by Weld
County Road 7 (WCR 7 ), to the south by Weld County Road 6 (WCR 6) and
rangeland to the north and east.
iii. There is an existing drainage way that runs through the Site and is being
bypassed with this development and the Community Ditch is located to the
north of the proposed Site.
iv. There are no surrounding developments.
Description of Property
i. The property encompasses approximately 137 acres; of this only 36. 7 acres
will be disturbed by the proposed site improvements.
ii. Existing ground cover for the on-site basin consists of native grasses and low
brush. Soil type is primarily Type B (Wiley-Colby complex) . Type C ( Nunn
Loam ) is also present. A soil map for the entire drainage basin developed
using the online NRCS Web Soil Survey mapping tool can be found in
Appendix A.
iii. There is a natural channel through the Site that flows to an existing 48"
culvert under WCR 7 .
iv. The proposed development is a centralized liquids management facility for
the handling of produced liquids from Encana's operations in the surrounding
area . Facilities to be installed include gravel roads, truck loading areas, and
associated permanent structures.
v. Community Ditch is located directly north and upstream of the proposed Site.
There are no developed flows draining towards the Community Ditch and no
impacts or changes are proposed that will disrupt the current ditch flow.
vi. Ground water ranges from 9 to 20 feet deep. Any dewatering required during
construction will need to be properly permitted through CDPHE.
Drainage Basin and Sub-Basin
Major Basin Description
i. No Weld County Master Drainage Plan exists for this basin.
ii. The Site is located near the upper-limits of the major basin which is bounded
by Weld County Road 5 the west, Weld County Road 8 to the north and Weld
County Road 6 to the south. Off-site flows from the basin are divided to the
north and south by Weld County Road 8. The proposed Site will convey sheet
flow from the north and west. The flows are currently conveyed via overland
5
flow towards to the east towards WCR 7 where there is an existing 48" culvert
and will outfall into Little Dry Creek which is located approximately 3/4 of a
mile downstream of the Site.
iii. No FEMA defined 100 year floodplains/floodways are present in this area as
shown on FIRM Map 080266 0960 D, dated September 28, 1990 (see
Appendix A) .
iv. See Drainage Maps (see Appendix G and H) for existing and proposed
contours. Off-site basins were defined based on a USGS Hydrography Map
(see Appendix G). On-Site basins and the conveyance structures for the off-
site basins were defined based on ground topography surveyed using GPS and
conventional survey methods.
Sub- Basin Description
i. Historically the site receives offsite flows from the west via overland flow. The
site drains to the east at grades from 1 .5-2%. All flows are transmitted
overland east to an existing 48" culvert under WCR 7. Offsite flows from
properties to the north will be routed to the existing culvert and accounted
for within this drainage analysis. Historic sub-basins were modeled using
HEC-HMS (see Appendix C) and the parameters for those basins are as
follows :
Basin H1 is 0.038 square miles ( 24.44 acres) and has an
imperviousness of less than 0.6% consisting of the County Road
and open grass fields. The average basin slope is 1. 1%. The basin
contains primarily Type "B" and "C" soils (see Appendix A). For
the HEC- HMS model an SCS Curve number of 79 was selected
based on a hydrologic soil type "C" (to be conservative) with
"Fair" conditions for Pasture or Rangeland . Flows from this basin
are conveyed easterly to an existing 48" culvert under WCR 7 .
The existing culvert has a capacity of approximately 143 CFS .
Calculations for the culverts can be found in "Appendix F,
Hydraulic Computations".
Basin H-2 is 0. 192 square miles ( 122 acres) and has an
imperviousness of 0. 6% consisting of a portion of Weld County
Road 6, and open grasslands located directly west of the proposed
Site . The average basin slope is 1. 3%. For the HEC- HMS model an
SCS Curve number of 79 was selected based on a hydrologic soil
type of "C" (see Appendix A) with "Fair" conditions for Pasture or
Rangeland . Flows from this basin are conveyed easterly and flow
6
on-site by means over overland flow to the existing 48" culvert
located under WCR 7 .
Basin H-3 is 0. 285 square miles ( 182 .46 acres) and has an
imperviousness of less than 0.6% consisting of open fields that is
located directly north of the proposed Site. The average basin
slope is 2. 5%. For the HEC- HMS model an SCS Curve number of 79
was selected based on a hydrologic soil type of "C" (see Appendix
A) with "Fair" conditions for Pasture or Rangeland . Flows from
this basin are conveyed easterly flows into the existing 48" culvert
located at WCR 7 .
Detailed HEC-HMS Calculations and Output for the 5, 10, 25, 50,
and 100-yr storm frequencies can be found in Appendix C and D.
ii. Proposed sub- basins are described as follows :
Basin Al is approximately 19.05 acres and is located on the
western limits of the Site. It consists of the construction laydown
area and a temporary access drive. This basin is bounded on the
east by a proposed drainage swale that is intended to intercept all
offsite flows coming from the west. Runoff is conveyed via
overland flow into a bypass swale .
Basin A2 is approximately 2 .47 acres and is located in the
southwest portion of the Site, which consists of the processing
area, firewater tank and pump, produced water holding tanks,
and a portion of the Site access circulation road . Runoff sheet
flows overland to the southeast corner of the basin to a proposed
15" RCP culvert (Culvert 11 ) where it ultimately outfalls into Basin
A3 at Design Point 2 .
Basin A3 is approximately 3 . 12 acres and is located in the middle
portion of the Site. It consists of future expansion area where
additional tanks could be constructed . Basin A3 will convey flows
that come from Basin A2 . There is a proposed drainage swale
within Basin A3 to convey these flows to a proposed 24" RCP
culvert (Culvert 14) at Design Point 3 . The proposed drainage
swale has been sized to convey the 100-yr flows for Basin A2 and
A3, see Appendix Ffor detailed calculations.
Basin A4 is approximately 2 .35 acres located at the southeast
portion of the Site . Basin A4 consists of a portion of the truck
loading area and truck access of CR6 . Runoff within this basin will
7
sheet flow overland to a proposed drainage swale that has been
sized to convey the 100-yr flow. The downstream portion of the
swale within Basin A4 will receive flows from Basins A2 and A3
and has been sized accordingly to do so, see Appendix F for
detailed calculations. Flows tributary to this basin are conveyed
within the drainage swale to a proposed 30" RCP culvert (Culvert
4) at Design Point 4.
Basin A5 is approximately 3 .58 acres located at the northern
portion of the Site. Basin A5 consists of a portion of open space
and portion of the circulation road for the Site . Runoff within this
basin will sheet flow overland to a proposed drainage swale that
has been sized to convey the 100-yr flow. See Appendix F for
detailed calculations. Flows tributary to this basin are conveyed
within the drainage swale to a proposed 24" RCP (Culvert 10) at
Design Point 5 where it will ultimately outfall into a swale that will
take the flows to the detention pond .
Basin A6 is approximately 0 .87 acres which is located on the far
northern limits of the development and consists of a drainage
swale that carries runoff from the northern circulation road and
the discharge from A5 into the detention pond .
Basin A7 is approximately 2 .87 acres and consists primarily of the
truck load out area which is primarily paved . It is located on the
eastern limits of the development . The discharge from A7 drains
to a trench drain that is intended to catch any spills that occur
within the truck load out. Clean discharge will be released into the
detention pond .
Basin A8 is approximately 3 .76 acres which is located on the far
eastern limits of the development and consists of a proposed
detention pond . The detention pond was sized in accordance
with COGCC Exploration and Production Facility Rule 908 . b .5 . E
and the stormwater outfall has been designed to contain the
water volume from the twenty-five ( 25) year, twenty-four (24)
hour storm . Storms greater than the 25 year event will be
released at a restricted rate matching Weld County Requirements .
All of Basin Hi was also modeled using HEC- HMS to determine the
5-YR release rate for sizing the stormwater detention release (see
Appendix C) .
8
Basin A9 is approximately 4. 27 acres and consists of a large open
space and landscape berm along the site frontage adjacent to
CR6. Runoff within this basin will sheet flow overland to a
proposed drainage swale that has been sized to convey the 100-yr
flow. See Appendix F for detailed calculations. Flows tributary to
this basin are conveyed within the drainage swale to a proposed
18" RCP (Culvert 8) at Design Point 9 where it will ultimately
outfall into a swale that will take the flows to the detention pond .
Basin B1 is approximately 3 . 55 acres and consists of the make-up
produced oil tanks. The containment has also been accounted for
in terms of disturbed area but runoff produced within this area
will not have any impact on any downstream basins. The area
from Basin B1 is also accounted for within the detention
calculations though in reality it is confined by the containment
berms.
Basin B2 is approximately 0.51 acres and consists of tanks and a
small containment area . The containment has also been
accounted for in terms of disturbed area but runoff produced
within this area will not have any impact on any downstream
basins . The area from Basin B2 is also accounted for within the
detention calculations though in reality it is confined by the
containment berms.
In total there is a 23 .35% imperviousness proposed with the
improvements and much of the conveyance is done through long
overland flows both in grass line swales and sheet flow across
undisturbed rangeland . Detailed Rational Method calculations for the 5,
10, and 100 year storm frequencies for these basins can be found in
Appendix E.
Drainage Design Criteria
Development Criteria Reference and Constraints
i . No previous drainage studies are known to exist for the property.
ii . In the historic condition all flows travel overland from west to east. The
proposed Site will interrupt flows from the north and south . These
flows will be collected via swales and culverts and transmitted around
the Site in order to bypass the upstream flow . Flows coming onto the
9
Site will be intercepted by a proposed swale that will convey flows to
the existing 48" CMP culvert located at WCR 7. Flows from the south
portion of the site will be intercepted by a proposed roadside swale
that will ultimately outfall into the existing 48" CMP culvert at WCR 7 .
The proposed buildings, mechanical areas, and gravel roads and parking
areas were accounted for in the proposed site impervious calculations,
as shown in the appendices.
Hydrological Criteria
i. Precipitation frequency for this site was determined using Colorado
Precipitation Frequency Data from NOAA's Website. Using the site
specific estimating tool for the sites coordinates yielded the following
output from NOAA Atlas 2 data :
Map Precipitation ( Inches) Intensity ( In/Hr)
2-year, 6-hour 1. 24 0.207
2-year, 24-hour 1. 83 0.076
100-year, 6-hour 3. 81 0.636
100-year, 24-hour 4. 88 0.204
Design storm rainfall amounts for the 5, 10 and 100 year frequencies
were generated from this data using the UDFCD Rainfall Workbook. IDF
Curves generated from this data along with detailed tables and NOAA
Atlas 2 Isopluvial Maps for each of the design storms can be found in
Appendix B under the "Rainfall Data" . This data and the 1-hour point
rainfall that was generated were used in calculating the runoff in the
Rational Method forms .
Return Rainfall Depth in Inches at Time Duration
Period 5-min 10-ruin 15-min 30-ruin 1 -hr 2-hr 3-hr 6-hr 24-hr
2-yr 0.23 0.37 0.46 0.53 0.81 0.96 1 .07 1 .24 1 .83
5-yr 0.37 0.59 0.74 0.86 1 . 31 1 .43 1 .66 1 .66 2.39
10-yr 0.46 0.73 0.92 1 .07 1 .63 1 .78 r 2.06 2.06 2.89
25-yr r 0.58 0.92 _ 1 . 16 _ 1 .34 2.04 2.26 2.69 2 .69 3.62
50-yr 0.68 1 .09 1 .38 1 .59 2.42 2.70 3.22 3.22 4.24
100-yr 0.79 1 .26 1 .58 1 .83 2.79 3. 14 3.81 3.81 4.88
500-yr 1 .01 1 .61 2.02 2.34 3.57 3.97 4.75 4.75 6.05
ii . The 5, 10, and 100 year storm recurrence intervals for this site were
analyzed per Weld County specification .
10
iii . For basins less than 160 acres the Rational Method was used to
determine peak runoff. For basins larger than 160 acres the Hydrologic
Modeling Program HEC-HMS was used . HEC-HMS was primarily used on
the off-site runoff and for comparison of the site runoff conditions
between existing and proposed conditions. Basins Al-A5 were routed
to the proposed detention pond located on the east side of the Site
where it will ultimately outfall into existing 48" CMP culvert within
Weld County Road 7 . A summary of each of these computed flows for
the 5, 10, and 100-YR storm frequencies can be found in Appendix E.
An output graph and hydrograph output can also be found in Appendix
E. A runoff summary is noted on the Historic and Proposed drainage
plans provided in Appendix G and H.
The Rational Method was used exclusively for the developed site basins
being that they are all less than 160 acres. Spreadsheet results for
Rational Method calculations can be found in Appendix E and a runoff
summary are noted on the Proposed Drainage Plan as well is below:
HISTORIC RUNOFF SUMMARY
(HEC-HMS )
5-YR RUNOFF 10-YR RUNOFF 100-YR RUNOFF
DESIGN DESIGN AREA C5 Q5 C10 Q10 C100 Q100
POINT BASIN (sq. miles) (cfs) (cfs) (cfs)
- - - -
1 H1 0 .04 0 . 15 4.2 0.25 7.7 0.50 26.9
2 H2 0 . 19 0 . 15 25. 1 0.25 46.0 0.50 152.6
3 H3 0 .29 0. 15 36 .9 0.25 67.8 _ 0.50 228.3
DEVELOPED RUNOFF SUMMARY
(RATIONAL METHOD )
5-YR RUNOFF 10-YR RUNOFF 100-YR RUNOFF
DESIGN DESIGN AREA C5 Qs C10 Q10 C100 Q100
POINT BASIN (acres) (cfs) (cfs) (cfs)
1 Al 19.05 0.09 4. 1 0 . 16 8.9 0.36 33.4
2 A2 2.47 0.30 2. 3 0 .36 3.5 0.50 8.2
3 A3 3. 12 0.28 4.2 0.34 6.2 0.49 15. 1
4 A4 2. 35 0.36 5.9 0 .41 8.7 0.55 20.7 ,
5 A5 3. 58 0.26 2.7 0 .32 4.2 0.47 10.6
11.
6 A6 0. 87 0.22 2.9 0 .28 4.5 0.44 11 .6
7 A7 2. 87 0.89 10.2 0.91 13.0 0.95 23.2
8 A8 3. 76 0.09 1 . 1 0 . 16 2A 0.36 9. 1
9 A9 4.27 0. 16 2.0 0 .22 3.4 0.41 10.8
iv. Detention calculations were performed using the UDFCD's UD-
Detention v2. 31 spreadsheet along with the existing and proposed HEC-
HMS conditions.
v. All offsite flows will be routed through and around the proposed Site.
The detention pond will convey the developed flows from within the
proposed Site. Flows overtopping the pond will ultimately overtop the
emergency overflow which has been designed to be 130 foot wide and
capable of passing the 100-YR developed inflow ( Basins A1-A9 & B1-B2 )
totaling 169 CFS at a depth of approximately 6 inches. The emergency
overflow is designed to convey approximately 171 CFS.
Hydraulic Criteria
i . A swale is proposed to follow the proposed Site boundary from the
west of the Site to the east of the Site in order to bypass upstream
runoff from undeveloped portions of the site and offsite drainage as it
is transmitted via overland flow and discharge it to the existing 48"
CMP culvert under CR 7 . This swale will be trapezoidal in section with
4 : 1 side slopes and a 12 foot wide bottom . The swale will follow the
typical grade of the site at no less than 0.50%. An analysis of a typical
swale section was performed using Hydraflow. The results indicate a 3
foot deep swale with the section outlined above will carry 838 CFS. All
swales on the site are compliant with Table 5-9 of the Weld County
Engineering Criteria . These swales will ultimately drain either to the
proposed detention pond or be spread out to sheet flow conditions
before leaving the site . See Appendix F, "Hydraulic Computations," for
details.
The low point for the swales internal to the project will be at the east
side of the site where the detention pond is located . Culverts were
modeled using Hydraflow. Each culvert was sized to easily pass the 10-
YR flow with a head to pipe diameter ratio of less than 1 .5 in
accordance with County Code on the upstream end of the pipe .
Calculations for the swale as well as each of the culverts identified on
the drainage plan and construction drawings can be found in Appendix
C and D.
12
ii . The detention pond was sized in accordance with COGCC Exploration
and Production Facility Rules 908. b.5 . E and the stormwater outfall has
been designed to contain the water volume from the twenty-five (25 )
year, twenty-four ( 24) hour storm volume which was calculated to be
2 .9 acre-ft. Storms greater than the 25 year event will be restricted and
released at the 5-yr historic rate matching Weld County Requirements.
The Hydrograph method based on the 10-YR and 100-YR developed site
inflow hydrographs calculated using HEC-HMS for Basins A. The
junction of these flows for the 10-YR and 100-YR frequency was used as
the input for the UD Detention sizing based on the hydrograph method .
The total area for these basins is 24.44 acres. The release rate is based
on the 5-yr historic runoff for the 24.44 acres tributary to the detention
pond above the 25-yr retention volume . The Rational Method was used
to determine the appropriate release . The model calculated a peak
discharge that is restricted to 4.2 CFS for the contributing area . The
minor 10-YR storage based on the hydrograph spreadsheet is 0 .41 acre-
ft and the 100-YR storage volume was calculated to be 3 . 58 acre-ft. The
historic and proposed HEC HMS results and hydrograph data can be
found in Appendix F "Hydraulic Computations."
The detention outlet structure was designed using the UDFCD's UD-
Detention v2 .31 spreadsheet, the results can be found in Appendix F
" Hydraulic Computations." The proposed structure is described in the
spreadsheet as Routing Order #3, a rectangular box with a single stage
open grate on the top. The grate elevation is 5192 . 75 which are also
equal to the 25-yr water surface elevation, the 100-yr pond surface
(storage) elevation is 5193 .91. The ultimate overflow weir elevation
occurs at 5194.91 and provides an additional 1 foot of freeboard
beyond the 100-yr storage volume . The 18" outlet culvert has been
sized to pass the maximum release rate of 4. 2 CFS for the developed
site with a restrictor plate designed to achieve this flow. Flows from the
outfall structure will release into a low tailwater basin just before
releasing into the main channel and crossing WCR 7. See Appendix F
"Hydraulic Computations," for all detention storage sizing, outlet
calculations, and stage storage tables for the proposed detention pond .
iii . Water Quality is provided by way of the 25-yr retention volume .
iv. Culverts will convey flows around and through the site and
maintenance road network. RCP with Manning's n-value of 0.013 is the
pipe material that has been selected . Diameter and slope vary as
13
needed to convey the 10-YR peak flows as shown in the appendices.
HGLs and EGLs were calculated using Hydraflow software. Refer to the
Appendix F, "Hydraulic Computations," for results of those calculations.
v. No inlet or manhole systems will be installed as part of this project.
vi . All culvert and detention outlet points will be protected by rip rap. The
outlet for the detention pond has been designed with a low tailwater
basin to provide additional erosion and sediment control as well as to
dissipate the outflow from the pipe . All rip-rap is proposed to be Type
"L" with dimensions as noted on the construction drawings and
summarized below:
RIPRAP SIZING TABLE
Culvert Rock D50 T L W
Type (inches) (feet) (feet) (feet)
Culvert 4 Type L 9 1.5 10 10
Culvert 7 Type L 9 1.5 6 6
Culvert 10 Type L 9 1.5 8 8
Culvert 11 Type L 9 1.5 5 5
Culvert 14 Type L 9 1.5 8 8
Calculations for the riprap sizing can also be found in Appendix F
" Hydraulic Computations." The outlets for each culvert have been
designed with a low tailwater basin to provide additional erosion and
sediment control as well as to dissipate the outflow from the pipe.
vii . Native seed will be applied to any disturbed areas as a means of
permanent erosion control .
viii . Only methods approved in the COGCC Rules, Weld County code, or the
Weld County Drainage Criteria update to the UDFCD Criteria Manual
were used for this analysis.
General Concept
i. Wherever possible, the historic drainage patterns for the site have been
preserved . A combination of swales and culverts will be employed to
divert water along and through the Site to a detention pond at the east
side . It is anticipated that flows north and west of the proposed site
will remain in the historic condition . An outlet structure will drain the
14
pond returning the developed flows to the historic pattern . Using a low
tailwater basin to dissipate velocity and spread the flow.
ii . Offsite flows will bypass the Site and remain at the historic condition
and flow path .
iii . The appendices contain copies of all calculations, models, and
resources referenced in previous sections that were used in the
creation of this analysis.
iv. Hydraulic structures present in this design include culverts, swales, and
the detention pond outlet structure mentioned in previous sections. No
other structures are anticipated for this project.
Specific Details
i . A maintenance road will be constructed which will be used for
maintenance and access to drainage facilities. The side slopes of the
detention pond have been designed to be gradual so that it may be
accessed from the west at a 4: 1 slope. Encana will be responsible for all
maintenance of the stormwater detention and site infrastructure.
In addition the following design considerations have been considered
for maintenance purposes :
• A design slope of at least 0 .5% in the vegetated bottom of the
basin has been provided to help maintain the appearance of the
turf grass in the bottom of the basin and reduce the possibility of
saturated areas that may produce unwanted species of vegetation
and mosquito breeding conditions. Verify slopes during
construction, prior to vegetation .
• Trash rack sizing recommendations have been implemented per
UDFCD .
• Access has been provided to the outlet and micropool for
maintenance purposes .
ii . The improvements noted are subject to a Use By Special Review ( USR)
approval as well as Grading Permit and Building Permit applications
through Weld County. The disturbance will require a CDPHE Permit for
construction discharge .
15
Conclusions
Compliance with Weld County Code
i. This drainage design conforms to all applicable Weld County codes and
regulations.
Drainage Concept
i. This drainage design will be effective in controlling damage due to storm
runoff for all storms up to and including the 100 year event. Off-site
flows will bypass much of the proposed improvements and flow
downstream along the historic flow path . On-site runoff from the 10-
year and 100-year storm falling on the developed site will be detained
within a pond and the detained water will be released at the rate of the
runoff of the 5-year storm falling on the undeveloped pond catchment.
Water quality is provided within the 25-yr retention volume . Much of
the runoff within the site will be contained within spill containment
berms and/or infiltrate before getting to the detention pond . What does
not infiltrate will be detained and released at the 5-YR historic rate .
ii . The proposed development will not impact any existing Weld County
Master Drainage Plan recommendations.
iii . No approval from offsite jurisdictions is required for this project.
References
1. Urban Storm Drainage Criteria Manual, Volumes 1 -3; Urban
Drainage and Flood Control District, Denver, CO . June 2001
( Revised April 2008) .
2. Weld County Storm Drainage Criteria Addendum to the Urban
Strom Drainage Criteria Manuals Volumes 1, 2, and 3. Weld
County Code Article XI and Appendix 8L. Weld County Public
Works Department, Greeley, CO. October 2006
3. Home Rule Charter for the County of Weld, CO. November 6, 2009
4. COGCC Amended Rules, Series 100-1200, As of February 1, 2014
16
APPENDIX
A. FIRM MAP & SOILS MAP
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Custom Soil Resource Report
Table—Hydrologic Soil Group ( Liquids Handling Hub ( Historic))
Hydrologic Soil Group— Summary by Map Unit — Weld County, Colorado, Southern Part (CO618)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
13 Cascajo gravelly sandy A 13.9 2.0%
loam, 5 to 20 percent
slopes
17 Colby loam, 5 to 9 percent B 19.6 2.8%
slopes
36 ' Midway-Shingle complex, D 0.6 0.1%
5 to 20 percent slopes
40 Nunn loam, 1 to 3 percent C 293.3 41 .2%
slopes
42 Nunn clay loam, 1 to 3 C 49.2 6.9%
percent slopes
56 Renohill clay loam, 0 to 3 C 18.4 2.6%
percent slopes
57 Renohill day loam, 3 to 9 C 13.5 1 .9%
percent slopes
67 Ulm clay loam, 3 to 5 C 80.4 11 .3%
percent slopes
83 Wiley-Colby complex, 3 to B 222.5 31 .3%
5 percent slopes
Totals for Area of Interest T11.5 100.0%
Rating Options—Hydrologic Soil Group ( Liquids Handling Hub
( Historic))
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
27
B. RAINFALL DATA
8/9/13 Precipitation Frequency Data Serer
001 °"04N.
NOAA Atlas 14, Volume 8, Version 2 ��,�
I V I. Location name: Erie, Colorado, US* I none `
. Coordinates: 40.0328, -105.0085 i!
\. MP / Elevation: 5242 ft*
41afl e - ' source: Google Maps ''%,„ ,pci
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Deborah Martin, Sandra Pavlovic. Ishani Roy. Michael St. Laurent, Carl Trypaluk
Dale Unruh, Michael Yelda, Geoffery Bonnin
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years )
Duration
1 1 2 5 10 25 50 100 200 500 1000
5-min 0.222 0.272 0.368 0.461 0.610 0.740 0.885 1 .05 1 .28 1 .48
(0.172-0.287) (0.210-0.352) (0.283-0.477) (0.353-0.601) (0.462-0.851) (0.543-1.04) (0.627-1.28) (0.712-1.55) (0.838-1.95) (0.933-2.25)
10-min 0.325 0.398 0.538 0.675 0.892 1.08 1.29 1 .53 1.88 2.16
(0.252-0.420) (0.308-0.515) (0.415.0.699) (0.517-0.880) (0.676-1.25) (0.796-1.52) (0.919-1.87) (1.04.2.27) (1.23-2.85) (1.37-3.30)
15-min 0.397 0.485 0.657 0.823 1.09 1.32 1.58 1 .87 2.29 2.63
(0.307-0.513) (0.375-0.628) (0.506-0.852) (0.631-1.07) (0.824-1.52) (0.970-1.86) (1.12-2.28) (1.27-2.77) (1.50-3.48) (1 .67-4.02)
30-min 0.546 0.667 0.900 1 .13 1 .49 1.80 2.15 2.54 3.11 3.58
(0.422-0.705) (0.516-0.863) (0.694-1 .17) (0.864-1.47) (1.13-2.08) (1.32-2.54) (1.53-3.11) (1.73-3.77) (2.04-4.74) (2.27-5.47)
60-min 0.665 0.819 1 .11 1 .39 1.84 2.23 2.66 3.13 3.82 4.39
(0.515-0.859) (0.633-1.06) (0.857-1 .44) (1.07-1.82) (1.39-2.56) (1.63-3.13) (1.88-3.83) (2.13-4.64) (2.50-5.82) (2.78-6.71)
2-hr 0.784 0.970 1 .32 1 .66 2.19 2.65 3.16 3.72 4.53 5.20
(0.614-1.00) (0.759-1.24) (1.03-1.70) (1.29-2.14) (1.67-3.01) (1.97-3.67) (2.26-4.49) (2.56.5.43) (3.00-6.80) (3.33-7.84)
3-hr 0.847 1 .05 1 .43 1 .79 2.36 2.85 3.39 3.99 4.85 5.56
(0.667-1.07) (0.827-1.33) (1 .12-1.82) (1.40-2.29) (1.81-3.22) (2.13-3.92) (2.44-4.78) (2.76.5.77) (3.22-7.21) (3.58-8.30)
6-hr 1 .01 1 .24 1 .66 2.06 2.69 3.22 3.81 4.45 5.38 6.14
(0.803-1.26) (0.985-1.55) (1 .32-2.09) (1.63-2.61) (2.08-3.61) (2.43-4.36) (2.77-5.28) (3.11-6.35) (3.61-7.88) (3.99-9.04)
12-hr 1.26 1 .51 1 .98 2.42 3.09 3.67 4.29 4.97 5.95 6.75
(1.01-1.55) (1.22-1.87) (1 .59-2.46) (1.93-3.01) (2.42-4.08) (2.79-4.88) (3.15-5.86) (3.51-6.98) (4.04-8.58) (4.44-9.80)
24-hr 1 .52 1 .83 2.39 2.89 r 3.62 4.24 4.88 5.58 6.56 7.34
(1.24-1.85) (1.49-2.24) (1 .94-2.93) (2.33-3.55) (2.85-4.68) (3.25-5.53) (3.62-6.54) (3.97-7.68) (4.49-9.29) (4.88-10.5)
2-day 1 .74 2.14 2.82 3.40 4.22 4.86 5.52 6.21 7.14 7.86
(1.43-2.09) (1.76-2.58) (2.32-3.41) (2.77-4.13) (3.33-5.32) (3.75-6.22) (4.12-7.25) (4.45-8.38) (4.92-9.91) (5.28-11.1)
3-day 1 .90 2.31 3.00 3.59 4.42 5.07 5.74 6.44 7.38 8.11
(1.57-2.26) (1.91-2.76) (2.48-3.60) (2.95-4.32) (3.52-5.52) (3.94-6.43) (4.32-7.47) (4.64-8.61) (5.12-10.2) (5.48-11.3)
4-day 2.02 2.43 3.12 3.70 4.53 5.19 5.86 6.57 7.52 8.27
(1.69-2.41) (2.03-2.89) (2.59-3.72) (3.06-4.43) (3.62-5.63) (4.05-6.54) (4.43-7.58) (4.76-8.73) (5.25-10.3) (5.62-11.5) i
7-day 2.33 2.74 3.42 4.01 4.84 5.50 6.18 6.89 7.85 8.60
(1.96-2.74) (2.30-3.22) (2.87-4.04) (3.34-4.75) (3.91-5.95) (4.34-6.86) (4.71-7.90) (5.04-9.05) (5.53-10.6) (5.90-11.8)
10-day 2.59 3.01 3.71 4.31 5.16 5.82 6.50 7.21 8.17 8.91
(2.19-3.02) (2.55-3.52) (3.13-4.35) (3.62-5.07) (4.19-6.28) (4.62-7.20) (4.99-8.24) (5.31-9.40) (5.79-11.0) (6.15-12.1)
20-day 3.34 3.82 4.61 5.28 6.19 6.90 7.61 8.34 9.30 10.0
(2.86-3.84) (3.27-4.40) (3.94-5.33) (4.48-6.12) (5.08-7.41) (5.53-8.38) (5.90-9.48) (6.20-10.7) (6.66-12.2) (7.00-13.4)
30-day 3.93 4.49 5.39 6.14 7.15 7.92 8.68 9.45 10.4 11 .2
(3.39-4.49) (3.87-5.13) (4.64-6.18) (5.25-7.07) (5.90-8.46) (6.39-9.52) (6.77-10.7) (7.07-12.0) (7.52-13.6) (7.86-14.9)
45-day 4.64 5.32 6.40 7.28 8.45 9.32 10.2 11.0 12.1 12.9
(4.04-5.26) (4.62-6.03) (5.54-7.28) (6.27-8.31) (7.01-9.89) (7.57-11.1) (7.98-12.4) (8.29-13.8) (8.75-15.6) (9.10-16.9)
60-day 5.22 6.02 7.27 8.28 9.60 10.6 11 .5 12.4 13.6 14.4
(4.57-5.88) (5.25-6.78) (6.33-8.22) (7.16-9.39) (8.00-11.2) (8.63-12.5) (9.08-13.9) (9.41-15.5) (9.89-17.4) (10.3-18.9)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (FOS).
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 duration and average recurrence interval) w ill 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 rrore information.
Back to Top
PF graphical
hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpag e.htrrtl?I at=40.0328&Ion=-105.0085&data=depth&units=eng I ish&series=pds 1/4
8/9/13 Precipitation Freq uency Data Server
NOAA Atlas 14, Volume 8, Version 2
enop
\is\ Location name : Erie, Colorado, US* : R0HB
• 4:a - Coordinates: 40.0330, -105.0099 Vat
eP Elevation: 5243 ft*
' source Google Maps 41,1F ,,
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk
Dale Unruh, Michael Yelda, Geoffery Bonnin
NOAA. National Weather Service, Silver Spring, Maryland
PF tabular I PF Graphical I Maps ffifierials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval (years)
Duration
1 2 5 (l _ 10 1 25 j 50 100 200 500 1000
5-min 2.66 3.26 4.42 5.53 7.32 8.88 10.6 12.6 15.4 17.7
(2.06-3.44) (2.52-4.22) (3.40-5.72) (4.24-7.21) I (5.54-10.2) (6.52-12.5) (7.52-15.3) (8.5418.6) (10.1-23.4) (11.2-27.0)
110-min 1 .95 2.39 3.23 4.05 5.35 6.50 7.77 9.19 11.3 13.0
(1.51-2.52) (1.85-3.09) (2.49-4.19) (3.10-5.28)J (4.06-7.48) (4.78-9.14) (5.51-11.2) (6.25.13.6) (7.36-17.1) I (8.20.19.8) I
15-min 1.59 1.94 2.63 3.29 4.35 5.29 6.32 7.47 9.15 10.5
(1.23-2.05) (1.50-2.51) (2.02-3.41) (2.52-4.29) (3.30-6.08) I (3.88-7.44) (4.48-9.11) (5.08-11 .1 ) (5.98-13.9) I (6.67-16.1)
30-min 1.09 1.33 1.80 225 298 3.61 4.31 5.09 622 7.16
(0.844-1.41) (1.03-1.73) (1.39-2.34) 1 (1.73-2.94) 1 (2.25-4.15) 1 (2.65-5.07) (3.06-6.21) L3.46-7.54))[(4.07-9.47)j[(4.53-10.9)
60-min 0.665 0.819 1.11 1.39 1.84 223 2.66 3.13 3.82 4.39
(0.515-0.859) (0.633-1.06) (0.857-1.44) [(1.07-1 .82) (1.39-2.56) L(1 .63-3.13)J (1.88-3.83). (2.13.4.64) (2.50-5.82) (2.78-6.71)
2-hr 0.392 0.485 I 0.661 0.830 1.09 1.32 1.58 1.86 2.27 2.60
I (0.307-0.500) (0.380-0.620) (0.515-0.84il
(0.643-1 .07) (0.836-1 .51)I (0.982-1.84) I (1.13-2.24) (1.28-2.71) (1 .50-3.40) (1.66-3.92)
3-hr 0.282 0.350 0.477 0.598 0.787 0.950 1.13 1.33 1 .61 1 .85
(0.222-0.358) (0.275-0.444) (0.374-0.607) l(0.466-0.764)Il (0.604-1.07) (0.709-1.31) (0.814-1.59) (0.918-1 .92) (1 .07-2.40) (1.19-2.76) l
6-hr 0.169 0207 0278 0.345 0.449 0.538 0.636 0.743 0.898 1 .02
(0.134-0.211)1 (0.164-0.259) ((0.220-0.349) l(0.272-0.435) (0.348-0.602 (0.405-0.728) (0.463-0.882) (0.519-1 .06) jl (0.603-1 .32) (0.667-1 .51)
12-hr 0.104 0.126 I 0.165 0.201 0.257 0.304 0.356 0.413 0.494 0.560
(0.084-0.129 (0.101-0.155) (0.132-0.204) (0.160-0.250) (0.201-0.338) (0.231 -0.405) (0.262-0.486) (0.291-0.579) (0.335.0.712) (0.368-0.813)
•
24-hr 0.063 0.076 0.100 0.120 0.151 0.176 0.204 0.232 0.273 0.306
(0.052-0.077) (0.062-0.093) (0.081-0.122) (0.097-0.148) (0.119-0.195) (0.135-0.230) (0.151-0.273) (0.165-0.320) (0.187-0.387) (0.203-0.438)
2-day 0.036 0.045 0.059 0.071 0.088 0101 0115 0.129 0.149 0.164
(0.030-0.044) (0.037-0.054) (0.048-0.071) (0.058-0.086) (0.069-0.111) (0.078-0.130) (0.086-0.151) (0.093-0.175) (0.103-0.206) (0.110.0.231)
3-day 0.026 0.032 0.042 0.050 0.061 0.070 0.080 0.089 0.102 0.113
(0.022-0.031) (0.027-0.038) (0.034-0.050) (0.041-0.060) (0.049-0.077) (0.055-0.089) (0.060.0.104) (0.065-0.120) (0.071-0.141) (0.076-0.157)
4-day 0.021 0.025 0.032 0.039 0.047 0.054 0.061 0.068 0.078 0.086
(0.018-0.025) (0.021-0.030) (0.027-0.039) (0.032-0.046) (0.038-0.059) (0.042-0.068) (0.046-0.079) (0.050-0.091) (0.055-0.107) (0.059-0.120)
7-day 0.014 0.016 0.020 0.024 0.029 0.033 0.037 0.041 0.047 0.051
(0.012-0.016) (0.014-0.019) (0.017-0.024) (0.020-0.028) (0.023-0.035) (0.026-0.041) (0.028-0.047) (0.030-0.054) (0.033-0.063) (0.035-0.070)
10-day 0.011 0.013 0.015 0.018 0.021 0.024 0.027 0.030 0.034 0.037
(0.009-0.013) (0.011-0.015) (0.013-0.018) (0.015.0.021) (0.017-0.026) (0.019-0.030) (0.021-0.034) (0.022-0.039) (0.024-0.046) (0.026-0.051)
20-day 0.007 0.008 0.010 0.011 0.013 0.014 0.016 0.017 0.019 0.021
(0.006-0.008) (0.007-0.009) (0.008-0.011) (0.009-0.013) (0.011-0.015) (0.012-0.017) (0.012-0.020) (0.013-0.022) (0.014-0.026) (0.015-0.028)
•
30-day 0.005 0.006 0.007 0.009 0.010 0.011 0.012 0.013 0.014 0.016
(0.005-0.006) (0.005-0.007) (0.006-0.009) (0.007-0.010) (0.008-0.012) (0.009-0.013) (0.009-0.015) (0.010-0.017) (0.010-0.019) (0.011-0.021)
45-day 0.004 0.005 0.006 I 0.007 0.008 0.009 0.009 0.010 0.011 0.012
(0.004-0.005) (0.004-0.006) (0.005-0.007) (0.006-0.008) (0.006-0.009) (0.007-0.010) (0.007-0.011 ) (0.008-0.013) (0.008-0.014) (0.008-0.016)
NO-day 0.004 0.004 0.005 0.006 0.007 0.007 0.008 0.009 0.009 0.010
(0.003-0.004) (0.004-0.005) (0.004-0.006) (0.005-0.007) (0.006-0.008) (0.006-0.009) (0.006-0.010)i (0.007-0.011) (0.007-0.012) (0.007-0.013)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at low er and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration 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 (PIP) estimates and may be higher than currently valid Plv1Pvalues.
Reese refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
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Depth-Duration-Frequency and Intensity-Duration-Frequency
Tables for Colorado Hydrologic Zones 1 through 4
Blue cells are inputs
Project: Liquids Handling Hub
Where is the Watershed Located'
0[ Hydrologic Zone (1 , 2, 3, or 4) _ ' 1 (see map)
Located within UDFCD Boundary Elevation at Center of Watershed = 5,220 ft
0Located outside of UDFCD Boundary Watershed Area (Optional) = N/A sq. ml.
(Optional) Select a location within the UDFCD boundary; I No
1 . Rainfall Depth-Duration-Frequency Table
If within the UDFCD Boundary, Enter the 1 -hour and 6-hour rainfall depths from the USDCM Volume 1 .
Otherwise, Enter the 6-hour and 24-hour rainfall depths from the NOAA Atlas 2 Volume III
Return Rainfall Depth in Inches at Time Duration
Period 5-ruin 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr
2-yr 0.23 0.37 0.46 0.53 0 81 0.96 1 .07 1 .24 1 .83
5-yr 0.37 0.59 0.74 0.86 1 .31 1 .43 1 .52 1 .66 2.39
10-yr 0.46 0.73 0.92 1 .07 1 .63 1 .78 1 .89 2.06 2.89
25-yr 0 58 0.92 1 . 16 1 .34 2 04 2.26 2.43 2.69 3.62
50-yr 0 68 1 .09 1 38 1 .59 2.42 2.70 2.90 3.22 4.24
100-yr 0.79 1 .26 1 .58 1 .83 2.79 3. 14 3.40 3.81 4.88
500-yr 1 .01 1 .61 2.02 2 34 3.57 3.97 4.28 4.75 6 05
Note: Refer to Figures 4-1 through 4-12 of USDCM Volume 1 for 1-hr and 6-hr rainfall depths
Refer to NOAA Atlas 2 Volume III isopluvial maps for 6-hr and 24-hr rainfall depths
Rainfall depths for durations less than 1-hr are calculated using Equation 4-4 in USDCM Volume 1
2. Rainfall Intensity-Duration-Frequency Table
Return Rainfall Intensity in Inches Per Hour at Time Duration
Period 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr
2-yr 2.76 2 20 1 .85 1 .28 0.81 0.51 0.38 0.22 0.08
5-yr 4.43 3.53 2.96 2 05 1 .31 0.81 _ 0.60 0.36 0. 12
10-yr 5 53 4.41 3 70 2.56 1 .63 1 .01 0.75 0.44 0. 15
25-yr 6 91 5.52 4.63 3.20 2 04 1 27 0.94 0.56 0. 19
50-yr 8.22 6 56 5 50 3.80 2.42 1 .51 1 . 12 0 66 0.23
100-yr 9.45 7.54 6.32 4.37 2 79 1 .73 1 .28 0.76 0.26
500-yr 12.10 9 65 8. 10 5.60 3.57 2.22 1 .64 0 97 0.33
Note: Intensity approximated using 1-hr rainfa'l depths and Equation 4-3 in USDCM Volume 1
226 UD-Rain_v1 .01 .xlsm, DDF & IDF Tables 10/14/2013, 11 :55 AM
Depth-Duration-Frequency and Intensity-Duration-Frequency
Tables for Colorado Hydrologic Zones 1 through 4
lot IM 10• '01 *0)
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2-hr depth
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4
1 ite 4 12 30-min intensity
+
15-min intensity
d
0 • - - — • 14 10-min intensity
1 10 100 —5-min intensity
Return Period (years)
226 UD-Rain_v1 .01 .xlsm, DDF & IDF Tables 10/14/2013, 11 :55 AM
C. HEC- HMS CALCULATIONS AND OUTPUT (HISTORIC)
Table 2.2c.—Runoff curve numbera for other agricultural lands'
Curve numbers for
Cover description hydrologic soil group—
Hydrologic
Cover type condition A B C D
Pasture, grassland, or range—continuous Poor 68 79 86 89
forage for grazing.2 Fair 49 69 79 84
Good 39 61 74 80
Meadow—continuous grass, protected from — 30 58 71 78
grazing and generally mowed for hay.
Brush—brush-weed-grass mixture with brush Poor 48 67 77 83
the major element.3 Fair 35 56 70 77
Good '30 48 65 73
Woods—grass combination (orchard Poor 57 73 82 86
or tree farm).s Fair 43 65 76 82
Good 32 58 72 79
Woods.e Poor 45 66 77 83
Fair 36 60 73 79
Good 430 55 70 77
Farmsteads—buildings, lanes: driveways, — 59 74 82 86
and surrounding lots.
'Average runoff condition, and I,, = 0.2S.
21'uur: < 50Y ground cover or heavily grazed with nu mulch.
Fair: 50 to 75r4 ground cover and not heavily grazed.
Good: > 75% ground cover and light!) or only occasionally grazed.
3Pour: < 50% ground cover.
Fair: 50 to 75' ground cover.
Good: >757, ground cover.
'Actual curve number is less than 30; use CN = 30 for runoff computations.
'CN's shown were computed for areas with 50C woods and 50'4 grass (pasture) cover. Other combinations of conditions may be computed
from the CN's fur Hoods and pasture.
81)our.: Forest litter. small trees. and brush are destroyed by heavy grazing or regular burning.
Fair: Woods are grazed but nut burned, and some forest liner covers the soil.
Good: Woods are protected from grazing, and litter and brush adequately cover the soil.
(210-VI-TR-55, Second Ed., June 1986) 2-7
HEC- HMS
HISTORIC MODEL
INPUT PERAMETERS
SCS
Area Curve Snyder Peaking
Basin (MI2) Number Imperviousness % Lag (HR) Coefficient
.
A 0.03819 79 30. 7 0.42 0.48
.
H1 0.03819 79 0.6 0.48 0.48
H2 . 0. 1923 I 79 I 0. 6 0. 61 0. 71
H3 0. 2851 79 0. 6 0. 51 0.61
Project: Overall Historic Simulation Run : 5YR STM
Start of Run : 01Jan2013 , 00 :00 Basin Model : Historic
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : Syr
Compute Time : 16Sep2013, 12 : 59: 09 Control Specifications : Minor Storm
Hydrologic Drainage Area Peak DischargeTime of Peak Volume
Element ( MI2) (CFS ) (AC-FT)
Basin-H1 0 . 03819 4 .2 01Jan2013, 03: 50 0.6
Basin-H2 I 0 . 19123 25. 1 01Jan2013, 03: 55 3.2
Basin-h3 0 .28510 36.9 01Jan2013, 03: 50 4. 7
Project: Overall Historic Simulation Run : 10YR STM
Start of Run : 01Jan2013 , 00 :00 Basin Model : Historic
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : 10yr
Compute Time : 16Sep2013, 12 : 59: 09 Control Specifications : Minor Storm
Hydrologic Drainage Area Peak DischargeTime of Peak Volume
Element ( MI2) (CFS ) ( IN )
Basin-H1 0 . 03819 7 .7 01Jan2013, 03: 50 0. 55
Basin-H2 I 0 . 19123 46 .0 01Jan2013, 03: 55 0. 55
Basin-h3 0 .28510 67 . 8 01Jan2013, 03: 50 0. 55
Project: Overall Historic Simulation Run : 100YR STM
Start of Run : 01Jan2013 , 00 :00 Basin Model : Historic
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : 100yr
Compute Time : 16Sep2013, 12 : 59: 08 Control Specifications : Major Storm
Hydrologic Drainage Area Peak DischargeTime of Peak Volume
Element ( MI2) (CFS ) (AC-FT)
Basin-H1 0 . 03819 26.9 01Jan2013, 03: 50 3. 7
Basin-H2 I 0 . 19123 152 .6 . 01Jan2013, 03: 50 18 .6
Basin-h3 0 .28510 228 .3 01Jan2013, 03: 50 27 .7
D. HEC- HMS CALCULATIONS AND OUTPUT (PROPOSED)
Project: Proposed Simulation Run : 5YR STM
Start of Run : 01Jan2013 , 00 :00 Basin Model : Proposed
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : 5yr
Compute Time : 16Sep2013, 12 : 36:44 Control Specifications : Minor Storm
Hydrologic Drainage Area Peak DischargeTime of Peak Volume
Element ( MI2) (CFS ) (AC-FT)
Basin-A Proposed 0 . 03819 9 .4 01Jan2013, 03:45 1 .4
Basin-H2 0 . 19123 25. 1 01Jan2013, 03: 55 3.2
Basin-H3 0 .28510 36.9 01Jan2013, 03: 50 4. 7
Project: Proposed
Simulation Run : 5YR STM Subbasin : Basin-A Proposed
Start of Run : 01Jan2013 , 00 :00 Basin Model : Proposed
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : 5yr
Compute Time : 16Sep2013, 12 : 36:44 Control Specifications : Minor
Date Time Precip Loss Excess Direct FIc \Baseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 00 :00 0. 0 0 .0 0 . 0
01Jan2013 00 :05 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 00 : 10 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 00 : 15 0.01 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 00 :20 0.01 0.00 0.00 0. 1 0 . 0 0 . 1
01Jan2013 00 :25 0.01 0.00 0.00 0. 1 0.0 0 . 1
01Jan2013 00 : 30 0.01 0.00 0.00 0.2 0 .0 0. 2
01Jan2013 00 : 35 0.01 0.00 0.00 0.2 0 . 0 0.2
01Jan2013 00 :40 0.01 0.00 0.00 0.2 0 .0 0.2
01Jan2013 00 :45 0.01 0.00 0.00 0. 3 0 .0 0 .3
01Jan2013 00 : 50 0.01 0.00 0.00 0.3 0. 0 0 .3
01Jan2013 i 00 : 55 0.01 0.00 0.00 0. 3 0. 0 0 .3
01Jan2013 01 :00 0.01 0.00 0.00 0.4 0 .0 0.4
01Jan2013 01 : 05 0.01 0.00 0.00 0.4 0.0 0.4
01Jan2013 01 : 10 0.01 0.00 0.00 0.4 0. 0 i 0.4
01Jan2013 01 : 15 0. 01 0.00 0.00 0.4 0 . 0 0.4
01Jan2013 01 :20 0.01 0. 01 0.00 0. 5 0 .0 0. 5
01Jan2013 01 :25 0.01 0.01 0.00 0. 5 0.0 0 .5
01Jan2013 01 : 30 0.01 0.01 0.00 0. 5 0.0 0. 5
01Jan2013 01 : 35 0.01 0.01 0.00 0. 5 0 . 0 0 .5
01Jan2013 01 :40 0.01 0.01 0.00 0. 5 0 .0 0.5
01Jan2013 01 :45 0.01 0.01 0 .00 0.6 0 . 0 0 .6
01Jan2013 01 : 50 0.01 0.01 0 .00 0.6 0. 0 0.6
01Jan2013 01 : 55 0.01 0.01 0.00 0.6 0. 0 0.6
01Jan2013 02 : 00 0.01 0.01 0.00 0.6 0. 0 0 . 6
Page 1
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 02 : 05 0.01 0.01 0.00 0. 7 0. 0 0 .7
01Jan2013 02 : 10 0.01 0.01 0.00 0. 7 0. 0 0.7
01Jan2013 02 : 15 0.02 0.01 0 . 00 0. 7 0 . 0 0 . 7
01Jan2013 02 :20 0.02 0.01 0.01 0. 8 0.0 0.8
01Jan2013 02 :25 0.02 0.01 0.01 0.9 0. 0 0 .9
01Jan2013 02 : 30 0.02 0.01 0.01 0. 9 0 . 0 0 .9
01Jan2013 02 : 35 0.09 0.06 0.03 1 . 1 0. 0 1 . 1
01Jan2013 02 :40 0.09 0.06 0.03 1 . 3 0 . 0 1 .3
1 I
01Jan2013 02 :45 0.09 0.06 0.03 1 . 7 0 . 0 1 .7
01Jan2013 02 : 50 0.09 0.06 0 .03 2. 3 0. 0 2 .3
01Jan2013 02 : 55 0.09 0.06 0.03 3. 0 0. 0 3.0
01Jan2013 03 :00 0.09 0.05 0.04 3. 7 0 . 0 3. 7
01Jan2013 03 : 05 0.09 0.05 0.04 4.4 0. 0 4.4
01Jan2013 03 : 10 0.09 0.05 0.04 5. 1 0.0 5. 1
01Jan2013 03 : 15 0.09 0.04 0. 04 5.9 0 . 0 5.9
01Jan2013 03 :20 0.09 0.04 0.05 6. 7 0.0 6.7
01Jan2013 03 :25 0.09 0.04 0.05 7.4 0. 0 7.4
01Jan2013 03 : 30 0.09 0.04 0.05 8.2 0 .0 8 .2
01Jan2013 03 : 35 0.02 0.01 0.01 8. 9 0. 0 8.9
01Jan2013 03 :40 0.02 0.01 0.01 9. 3 0 . 0 9.3
01Jan2013 03 :45 0.02 0.01 0.01 9.4 0. 0 9.4
01Jan2013 03 : 50 0.02 10.01 0.01 9. 1 0.0 9. 1
01Jan2013 03 : 55 0.01 0.01 0.01 8. 5 0. 0 8.5
01Jan2013 04 :00 0.01 0.01 0.01 7. 9 0 . 0 7.9
01Jan2013 04 : 05 0.01 0.00 0.01 7.2 0. 0 7.2
01Jan2013 04 : 10 0.01 0.00 0.01 6.6 0.0 6.6
01Jan2013 04 : 15 0.01 0.00 0. 01 6. 0 0 . 0 6.0
01Jan2013 04 :20 0.01 0.00 0.01 5. 5 0.0 5.5
01Jan2013 04 :25 0.01 0.00 0.01 5. 0 0 . 0 5.0
01Jan2013 04 : 30 0.01 0.00 0.00 4.6 0 . 0 4.6
01Jan2013 04 : 35 0.01 0.00 0.01 4.2 0. 0 4.2
Page 2
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 04 :40 0.01 0.00 0.00 3. 9 0. 0 3.9
01Jan2013 04 :45 0.01 0.00 0.00 3. 5 0. 0 3.5
01Jan2013 04 : 50 0.01 0.00 0 . 00 3. 3 0 . 0 3. 3
01Jan2013 04 : 55 0.01 0.00 0.00 3. 0 0.0 3.0
01Jan2013 05 :00 0.01 0.00 0.00 2. 8 0. 0 2 .8
01Jan2013 05 : 05 0.01 0.00 0.00 2.6 0 . 0 2 .6
01Jan2013 05 : 10 0.01 0.00 0.00 2.4 0. 0 2 .4
01Jan2013 05 : 15 0.01 0.00 0.00 2. 3 0 . 0 2 .3
01Jan2013 05 :20 0.01 0.00 0.00 2. 2 0 . 0 2 . 2
01Jan2013 05 :25 0.01 0.00 0 .00 2. 0 0. 0 2 .0
01Jan2013 05 : 30 0.01 0.00 0.00 1 . 9 0. 0 1 .9
01Jan2013 05 : 35 0.01 0.00 0.00 1 . 8 0 . 0 1 .8
01Jan2013 05 :40 0.01 0.00 0.00 1 . 7 0. 0 1 .7
01Jan2013 05 :45 0.01 0.00 0.00 1 .6 0.0 1 .6
01Jan2013 05 : 50 0.01 0.00 0. 00 1 . 5 0 . 0 1 .5
01Jan2013 05 : 55 0.00 0.00 0.00 1 . 5 0.0 1 .5
01Jan2013 06 :00 0.00 0.00 0.00 1 .4 0. 0 1 .4
01Jan2013 06 : 05 0.00 0.00 0.00 1 . 3 0 .0 1 .3
01Jan2013 06 : 10 0.00 0.00 0.00 1 . 3 0. 0 1 .3
01Jan2013 06 : 15 0.00 0.00 0.00 1 .2 0 . 0 1 .2
01Jan2013 06 :20 0.00 0.00 0.00 1 . 0 0. 0 1 .0
01Jan2013 06 :25 0.00 0.00 0.00 0. 9 0.0 0.9
01Jan2013 06 : 30 0.00 0.00 0.00 0. 8 0. 0 0 .8
01Jan2013 06 : 35 0.00 0.00 0.00 0. 7 0 . 0 0.7
01Jan2013 06 :40 0.00 0.00 0.00 0.6 0. 0 0 .6
01Jan2013 06 :45 0.00 0.00 0.00 0.5 0.0 0 .5
01Jan2013 06 : 50 0.00 0.00 0. 00 0.4 0 . 0 0.4
01Jan2013 06 : 55 0.00 0.00 0.00 0.4 0.0 0.4
01Jan2013 07 :00 0.00 0.00 0.00 0. 3 0 . 0 0.3
01Jan2013 07 : 05 0.00 0.00 0.00 0. 3 0 . 0 0 .3
01Jan2013 07 : 10 0.00 0.00 0.00 0.2 0. 0 0.2
Page 3
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 07 : 15 0.00 0.00 0.00 0.2 0. 0 0.2
01Jan2013 07 :20 0.00 0.00 0.00 0.2 0. 0 0 .2
01Jan2013 07 :25 0.00 0.00 0 . 00 0. 1 0 . 0 0 . 1
01Jan2013 07 : 30 0.00 0.00 0.00 0. 1 0.0 0. 1
01Jan2013 07 : 35 0.00 0.00 0.00 0. 1 0. 0 0 . 1
01Jan2013 07 :40 0.00 0.00 0.00 0. 1 0 . 0 0 . 1
01Jan2013 07 :45 0.00 0.00 0.00 0. 1 0. 0 0 . 1
01Jan2013 07 : 50 0.00 0.00 0.00 0. 1 0 . 0 0. 1
01Jan2013 07 : 55 0.00 0.00 0.00 0. 1 0 . 0 0 . 1
01Jan2013 08 :00 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 08 :05 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 08 : 10 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 08 : 15 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 08 :20 0.00 0.00 0.00 0. 0 0.0 0.0
- 1
01Jan2013 08 :25 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 08 : 30 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 08 : 35 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 08 :40 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 08 :45 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 08 : 50 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 08 : 55 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 09 :00 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 09 : 05 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 09 : 10 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 09 : 15 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 09 :20 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 09 :25 0.00 0.00 0. 00 0. 0 0 . 0 0.0
01Jan2013 09 : 30 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 09 : 35 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 09 :40 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 09 :45 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 4
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 09 : 50 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 09 : 55 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 10 :00 0.00 0.00 0 . 00 0. 0 0 . 0 0 . 0
01Jan2013 10 :05 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 10 : 10 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 10 : 15 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 10 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 10 :25 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 10 : 30 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 10 : 35 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 10 :40 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 10 :45 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 10 : 50 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 10 : 55 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 11 :00 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 11 :05 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 11 : 10 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 11 : 15 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 11 :20 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 11 :25 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 11 : 30 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 11 : 35 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 11 :40 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 11 :45 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 11 : 50 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 11 : 55 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 12 :00 0.00 0.00 0. 00 0. 0 0 . 0 0.0
01Jan2013 12 :05 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 12 : 10 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 12 : 15 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 12 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 5
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 12 :25 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 12 : 30 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 12 : 35 0.00 0.00 0 . 00 0. 0 0 . 0 0 . 0
01Jan2013 12 :40 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 12 :45 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 12 : 50 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 12 : 55 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 13 :00 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 13 : 05 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 13 : 10 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 13 : 15 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 13 :20 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 13 :25 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 13 : 30 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 13 : 35 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 13 :40 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 13 :45 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 13 : 50 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 13 : 55 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 14 :00 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 14 :05 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 14 : 10 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 14 : 15 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 14 :20 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 14 :25 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 14 : 30 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 14 : 35 0.00 0.00 0. 00 0. 0 0 . 0 0.0
01Jan2013 14 :40 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 14 :45 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 14 : 50 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 14 : 55 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 6
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 15 : 00 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 15 :05 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 15 : 10 0.00 0.00 0 . 00 0. 0 0 . 0 0 . 0
01Jan2013 15 : 15 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 15 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 15 :25 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 15 : 30 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 15 : 35 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 15 :40 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 15 :45 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 15 : 50 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 15 : 55 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 16 : 00 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 16 :05 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 16 : 10 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 16 : 15 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 16 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 16 :25 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 16 : 30 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 16 : 35 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 16 :40 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 16 :45 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 16 : 50 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 16 : 55 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 17 : 00 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 17 :05 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 17 : 10 0.00 0.00 0. 00 0. 0 0 . 0 0.0
01Jan2013 17 : 15 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 17 :20 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 17 :25 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 17 : 30 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 7
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 17 : 35 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 17 :40 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 17 :45 0.00 0.00 0 . 00 0. 0 0 . 0 0 . 0
01Jan2013 17 : 50 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 17 : 55 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 18 :00 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 18 :05 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 18 : 10 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 18 : 15 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 18 :20 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 18 :25 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 18 : 30 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 18 : 35 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 18 :40 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 18 :45 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 18 : 50 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 18 : 55 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 19 : 00 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 19 :05 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 19 : 10 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 19 : 15 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 19 :20 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 19 :25 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 19 : 30 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 19 : 35 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 19 :40 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 19 :45 0.00 0.00 0. 00 0. 0 0 . 0 0.0
01Jan2013 19 : 50 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 19 : 55 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 20 :00 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 20 :05 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 8
Project: Proposed Simulation Run : 10YR STM
Start of Run : 01Jan2013 , 00 :00 Basin Model : Proposed
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : 10yr
Compute Time : 16Sep2013, 12 : 36:44 Control Specifications : Minor Storm
Hydrologic Drainage Area Peak DischargeTime of Peak Volume
Element ( MI2) (CFS ) (AC-FT)
Basin-A Proposed 0 . 03819 13.9 01 Jan2013, 03:45 2.0
Basin-H2 0 . 19123 46 .0 01Jan2013, 03: 55 5.6
Basin-H3 0 .28510 67 . 8 01Jan2013, 03: 50 8.4
Project: Proposed Simulation Run : 25YR STM
Start of Run : 01Jan2013 , 00 :00 Basin Model : Proposed
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : 25yr
Compute Time : 04Feb2014 , 13 : 23 :31 Control Specifications : Minor Storm
Hydrologic Drainage Area Peak DischargeTime of Peak Volume
Element ( MI2) (CFS ) (AC-FT)
Basin-A Proposed 0 . 03819 22.6 01 Jan2013, 03:40 2.9
Basin-H2 0 . 19123 85.5 . 01Jan2013, 03 : 50 9.3
Basin-H3 0 .28510 126 .0 01Jan2013, 03:45 13 .9
Project: Proposed Simulation Run : 100YR STM
Start of Run : 01Jan2013 , 00 :00 Basin Model : Proposed
End of Run : 02Jan2013 , 00 :00 Meteorologic Model : 100yr
Compute Time : 16Sep2013, 12 : 36:43 Control Specifications : Major Storm
Hydrologic Drainage Area Peak DischargeTime of Peak Volume
Element ( MI2) (CFS ) (AC-FT)
Basin-A Proposed 0 . 03819 34.9 01 Jan2013, 03:40 4.9
Basin-H2 0 . 19123 152 .6 01Jan2013, 03: 50 18 .6
Basin-H3 0 .28510 228 .3 01Jan2013, 03: 50 27 .7
Project: Proposed
Simulation Run : 100YR STM Subbasin : Basin-A Proposed
Start of Run : 01Jan2013 , 00: 00 Basin Model : Proposed
End of Run : 02Jan2013 , 00 : 00 Meteorologic Model : 100yr
Compute Time : 16Sep2013 , 12 : 36 :43 Control Specifications : Major
Date Time Precip Loss Excess Direct Flc \Baseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 00 :00 0. 0 0 .0 0 . 0
01Jan2013 00 : 10 0.02 0.01 0.01 0. 0 0. 0 0 .0
01Jan2013 00 : 20 0.02 0.01 0.01 0.2 0. 0 0 .2
01Jan2013 00 : 30 0.02 0.01 0.01 0. 3 0. 0 0.3
01Jan2013 00 :40 0.02 0.01 0.01 0.4 0 . 0 0 .4
01Jan2013 00 : 50 0.02 0.02 0.01 0.6 0.0 0 .6
01Jan2013 01 : 00 0.02 0.02 0.01 0. 7 0 .0 0 . 7
01Jan2013 01 : 10 0.03 0.02 0.01 0. 8 0 . 0 0.8
01Jan2013 01 :20 0.03 0.02 0.01 0. 9 0 .0 0.9
01Jan2013 01 : 30 0.03 0.02 0.01 0.9 0 .0 0.9
01Jan2013 01 :40 0.03 0.02 0.01 1 . 0 0. 0 1 .0
01Jan2013 01 : 50 0.04 0.03 0.01 1 . 1 0. 0 1 . 1
01Jan2013 02 :00 0.04 0.03 0.01 1 . 3 0 .0 1 .3
01Jan2013 02 : 10 0.07 0.05 0.02 1 .4 0.0 1 .4
01Jan2013 02 :20 0.08 0.05 0.02 1 . 7 0. 0 1 .7
01Jan2013 02 : 30 0.09 0.06 0.03 2. 1 0 . 0 2 . 1
01Jan2013 02 :40 0.44 0.26 0 . 18 3.6 0 .0 3. 6
01Jan2013 02 : 50 0.44 0. 19 0.25 7.6 0.0 7.6
01Jan2013 03 :00 0.44 0. 15 0.29 13 .6 0.0 13 .6
01Jan2013 03 : 10 0.44 0. 12 0.32 20 . 1 0 . 0 20 . 1
01Jan2013 03 :20 0.44 0. 10 I 0. 34 26.2 0 .0 26 .2
01Jan2013 03 : 30 0.44 0.08 0.36 31 .8 0 . 0 31 .8
01Jan2013 03 :40 0. 10 0.02 0 .09 34 .9 0. 0 34 .9
01Jan2013 03 : 50 0.08 0.01 0.07 33. 1 0. 0 33 . 1
01Jan2013 04 : 00 0.07 0.01 0.06 28. 5 0. 0 28 .5
Page 1
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 04 : 10 0.04 0.01 0.04 23.9 0. 0 23 .9
01Jan2013 04 :20 0.04 0.01 0.03 19 .9 0. 0 19 .9
01Jan2013 04 : 30 0.04 0.01 0 . 03 16 . 5 0 . 0 16 . 5
01Jan2013 04 :40 0.03 0.00 0.03 13. 7 0.0 13 .7
01Jan2013 04 : 50 0.03 0.00 0.02 11 .4 0. 0 11 .4
01Jan2013 05 : 00 0.03 0.00 0.02 9.6 0 . 0 9.6
01Jan2013 05 : 10 0.02 0.00 0.02 8.2 0. 0 8.2
01Jan2013 05 :20 0.02 0.00 0.02 7. 0 0 . 0 7.0
01Jan2013 05 : 30 0.02 0.00 0.02 6. 0 0 . 0 6.0
01Jan2013 05 :40 0.02 0.00 0 .02 5. 3 0. 0 5.3
01Jan2013 05 : 50 0.02 0.00 0.02 4. 7 0. 0 4.7
01Jan2013 06 :00 0.02 0.00 0.02 4.2 0 . 0 4. 2
01Jan2013 06 : 10 0.00 0.00 0.00 3.6 0. 0 3.6
01Jan2013 06 :20 0.00 0.00 0.00 3. 0 0.0 3.0
01Jan2013 06 : 30 0.00 0.00 0. 00 2. 3 0 . 0 2 .3
01Jan2013 06 :40 0.00 0.00 0.00 1 . 7 0.0 1 .7
01Jan2013 06 : 50 0.00 0.00 0.00 1 . 3 0. 0 1 .3
01Jan2013 07 :00 0.00 0.00 0.00 0. 9 0 .0 0 .9
01Jan2013 07 : 10 0.00 0.00 0.00 0.6 0. 0 0.6
01Jan2013 07 :20 0.00 0.00 0.00 0. 5 0 . 0 0.5
01Jan2013 07 : 30 0.00 0.00 0.00 0.4 0. 0 0.4
01Jan2013 07 :40 0.00 0.00 0.00 0. 3 0.0 0.3
01Jan2013 07 : 50 0.00 0.00 0.00 0.2 0. 0 0 .2
01Jan2013 08 :00 0.00 0.00 0.00 0. 1 0 . 0 0. 1
01Jan2013 08 : 10 0.00 0.00 0.00 0. 1 0. 0 0 . 1
01Jan2013 08 :20 0.00 0.00 0.00 0. 1 0.0 0 . 1
01Jan2013 08 : 30 0.00 0.00 0. 00 0. 1 0 . 0 0 . 1
01Jan2013 08 :40 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 08 : 50 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 09 :00 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 09 : 10 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 2
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 09 :20 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 09 : 30 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 09 :40 0.00 0.00 0 . 00 0. 0 0 . 0 0 . 0
01Jan2013 09 : 50 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 10 :00 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 10 : 10 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 10 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 10 : 30 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 10 :40 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 10 : 50 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 11 :00 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 11 : 10 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 11 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 11 : 30 0.00 I 0.00 0.00 0. 0 0.0 0.0
01Jan2013 11 :40 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 11 : 50 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 12 :00 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 12 : 10 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 12 :20 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 12 : 30 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 12 :40 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 12 : 50 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 13 : 00 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 13 : 10 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 13 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 13 : 30 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 13 :40 0.00 0.00 0. 00 0. 0 0 . 0 0.0
01Jan2013 13 : 50 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 14 :00 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 14 : 10 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 14 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 3
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 14 : 30 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 14 :40 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 14 : 50 0.00 0.00 0 . 00 0. 0 0 . 0 0 . 0
01Jan2013 15 :00 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 15 : 10 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 15 :20 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 15 : 30 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 15 :40 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 15 : 50 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 16 :00 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 16 : 10 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 16 :20 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 16 : 30 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 16 :40 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 16 : 50 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 17 : 00 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 17 : 10 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 17 :20 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 17 : 30 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 17 :40 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 17 : 50 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 18 :00 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 18 : 10 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 18 :20 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 18 : 30 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 18 :40 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 18 : 50 0.00 0.00 0. 00 0. 0 0 . 0 0.0
01Jan2013 19 :00 0.00 0.00 0.00 0. 0 0.0 0.0
01Jan2013 19 : 10 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 19 :20 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 19 : 30 0.00 0.00 0.00 0. 0 0. 0 0 .0
Page 4
Date Time Precip Loss Excess Direct FIc 'aseflow Total Flow
( IN ) ( IN ) ( IN ) (CFS ) (CFS ) (CFS )
01Jan2013 19 :40 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 19 : 50 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 20 :00 0.00 0.00 0 . 00 0. 0 0 . 0 0 . 0
01Jan2013 20 : 10 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 20 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 20 : 30 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 20 :40 0.00 0.00 0.00 0. 0 0. 0 0 .0
- ,
01Jan2013 20 : 50 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 21 :00 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 21 : 10 0.00 0.00 0 .00 0. 0 0. 0 0 .0
01Jan2013 21 :20 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 21 : 30 0.00 0.00 0.00 0. 0 0 . 0 0.0
01Jan2013 21 :40 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 21 : 50 0.00 0.00 0.00 0. 0 0.0 0.0
- 1 -
01Jan2013 22 :00 0.00 0.00 0. 00 0. 0 0 . 0 0 .0
01Jan2013 22 : 10 0.00 0.00 0.00 0. 0 0.0 0 .0
01Jan2013 22 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 22 : 30 0.00 0.00 0.00 0. 0 0 .0 0 .0
01Jan2013 22 :40 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 22 : 50 0.00 0.00 0.00 0. 0 0 . 0 0. 0
01Jan2013 23 : 00 0.00 0.00 0.00 0. 0 0. 0 0.0
01Jan2013 23 : 10 0.00 10.00 0.00 0. 0 0.0 0.0
01Jan2013 23 :20 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 23 : 30 0.00 0.00 0.00 0. 0 0 . 0 0 .0
01Jan2013 23 :40 0.00 0.00 0.00 0. 0 0. 0 0 .0
01Jan2013 23 : 50 0.00 0.00 0.00 0. 0 0.0 0 .0
, - . -
02Jan2013 00 :00 0.00 0.00 0. 00 0. 0 0 . 0 0.0
Page 5
E. RATIONAL METHOD CALCULATIONS (PROPOSED)
DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF
Table RO-5— Runoff Coefficients, C
Percentage
Imperviousness Type C and D NRCS Hydrologic Soil Groups
2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
0% 0.04 0. 15 0.25 0.37 0.44 0.50
5% 0.08 0. 18 0.28 _ 0.39 0.46 0.52
10% 0. 11 0.21 0.30 0.41 0.47 0.53
15% 0. 14 i 0.24 0.32 0.43 0.49 0.54
20% 0. 17 0.26 0.34 0.44 0.50 0.55
25% 0.20 0.28 0.36 _ 0.46 0.51 0.56
30% 0.22 0.30 0.38 0.47 0.52 0.57
35% 0.25 i 0.33 0.40 0.48 0.53 0.57
40% 0.28 0.35 0.42 0.50 0.54 0.58
45% 0.31 0.37 0.44 0.51 0.55 0.59
50% 0.34 0.40 0.46 0.53 0.57 0.60
55% 0.37 0.43 0.48 0.55 0.58 0.62
60% 0.41 0.46 0.51 0.57 0.60 0.63
65% 0.45 0.49 0.54 0.59 0.62 0.65
70% 0.49 0.53 0.57 0.62 0.65 0.68
75% 0.54 0.58 0.62 0.66 0.68 0.71
80% 0.60 0.63 0.66 0.70 0.72 0.74
85% 0.66 0.68 0.71 0.75 0.77 0.79
90% 0.73 0.75 0.77 0.80 0.82 0.83
95% 0.80 0.82 0.84 0.87 0.88 0.89
100% 0.89 0.90 0.92 0.94 0.95 0.96
TYPE B NRCS HYDROLOGIC SOILS GROUP
0% 0.02 0.08 0. 15 0.25 0.30 0.35
5% 0.04 0. 10 0. 19 0.28 0.33 0.38
10% 0.06 0. 14 0.22 0.31 0.36 0.40
15% 0.08 0. 17 0.25 0.33 0.38 0.42
20% 0. 12 0.20 0.27 0.35 0.40 0.44
25% 0. 15 0.22 0.30 0.37 0.41 0.46
30% 0. 18 0.25 0.32 0.39 0.43 0.47
35% 0.20 0.27 0.34 0.41 0.44 0.48
40% 0.23 0.30 0.36 0.42 0.46 0.50
45% 0.26 0.32 0.38 0.44 0.48 0.51
50% 0.29 0.35 0.40 0.46 0.49 0.52
55% 0.33 0.38 0.43 0.48 0.51 0.54
60% 0.37 0.41 0.46 0.51 0.54 0.56
65% 0.41 0.45 0.49 0.54 0.57 0.59
70% 0.45 0.49 0.53 0.58 0.60 0.62
75% 0.51 0.54 0.58 0.62 0.64 0.66
80% 0.57 0.59 0.63 0.66 0.68 0.70
85% 0.63 0.66 0.69 0.72 0.73 0.75
90% 0.71 0.73 0.75 0.78 0.80 0.81
95% 0.79 0.81 0.83 0.85 0.87 0.88
100% 0.89 0.90 0.92 0.94 0.95 0.96
2007-01 RO-11
Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF
Table RO-3—Recommended Percentage Imperviousness Values
Land Use or Percentage
Surface Characteristics Imperviousness
Business:
Commercial areas 95
Neighborhood areas 85
Residential:
Single-family
Multi-unit (detached) 60
Multi-unit (attached) 75
Half-acre lot or larger *
Apartments 80
Industrial:
Light areas 80
Heavy areas 90
Parks, cemeteries 5
Playgrounds 10
Schools 50
Railroad yard areas 15
Undeveloped Areas:
Historic flow analysis 2
Greenbelts, agricultural 2
Off-site flow analysis 45
(when land use not defined)
Streets:
Paved 100
Gravel (packed) 40
Drive and walks 90
Roofs 90
Lawns, sandy soil 0
Lawns, clayey soil 0
* See Figures RO-3 through RO-5 for percentage imperviousness.
CA = K, + (I .3li — 1 .4412 + 1 . 1351 — 0. 12) for C,, ≥ 0, otherwise CA = 0 (RO-6)
CCD = KG, + (0.85813 — 0.78612 + 0.774i + 0.04) (RO-7)
CH = (CA + Ca) )/2
2007-01 RO-9
Urban Drainage and Flood Control District
BASELINE
Evan, FS:mg
PROJECT NAME: Liquids Handling Hub DATE: 6/17/14
PROJECT NUMBER: PL226
CALCULATED BY: SMB
CHECKED BY: NJN
SF-1
RUNOFF COEFFICIENTS
HISTORIC RUNOFF COEFFICIENTS (Type C Soils) DEVELOPED RUNOFF COEFFICIENTS (Type B Soils)
LAND USE. PAVED ROOF GRAVEL LANDS LAND USE. PAVED ROOF 1 GRAVEL LANDS
I 100% 90% 40% 0% I 100% 90% 40% 0%
C5 0.90 0.75 0.35 0.15 C5 0.90 0.73 0.30 0.08
C10 0.92 0.77 0.42 0.25 C10 0.92 0.75 0.36 0.15
C100 0.96 0.83 0.58 0.50 C100 0.96 0.81 0.50 0.35
Note: Composite "C" values are derived from UDFCD Table RO-3 (Recommended Percentage Imperviousness Values) and Table
RO-5 (Runoff Coefficients, C) for the corresponding Soil Type.
HISTORIC
41
PAVED ROOF GRAVEL LANDS. TOTAL
DESIGN DESIGN AREA AREA AREA AREA AREA IMPERV.
BASIN POINT (AC) (AC) (AC) (AC) (AC) C5 C10 C,ao %
H1 1 0.00 0.00 0.00 28.20 - 28.20 0.15 0.25 0.50 0.00%
H2 i 2 0.00 0.00 0.00 122.39 a 122.39 0.15 0.25 a 0.50 0.00%
H3 3 0.00 0.00 0.00 182.46 182.46 0.15 0.25 0.50 0.00%
0.00 0.00 0.00 333.05 . 333.05 0.15 0.25 0.50 0.00%
HISTORIC SUBTOTAL
0.0% 0.0% 0.0% 100 0% 100%
Historic conditions are based on Type C Soils (See Soils Maps)
DEVELOPED - On Site
PAVED ROOF GRAVEL LANDS. TOTAL
DESIGN DESIGN AREA AREA AREA AREA AREA IMPERV.
BASIN POINT (AC) (AC) (AC) (AC) (AC) C5 C,0 Ciao %
Al 1 0.34 0.00 0.00 18.72 19.05 0.09 0.16 0.36 1 .76%
•
A2 2 0.00 0.00 2.47 0.00 a 2.47 0.30 0.36 0.50 , 40.00%
A3 I 3 0.00 0.36 1 .77 1 .00 a 3.12 0.28 0.34 0.49 a 32.99%
A4 - 4 0.64 0.11 0.23 r 1 .37 a 2.35 0.36 r 0.41 0.55 a 35.39%
A5 a 5 0.00 0.00 2.95 0.63 3.58 0.26 0.32 0.47 . 32.93%
A6 - 6 0.00 0.00 0.54 0.33 - 0.87 0.22 0.28 0.44 - 24.75%
A7 I 7 2.71 0.16 a , 0.00 0.00 a 2.87 0.89 0.91 0.95 a 99.39%
A8 a 8 0.06 0.00 0.00 3.70 , 3.76 0.09 0.16 0.36 , 1 .63%
A9 9 0.40 0.00 0.00 3.87 4.27 0.16 0.22 0.41 9.31%
DEVELOPED ON SITE 4.15 0.62 7.96 29.62 42.35 0.21 0.27 0.44 18.64%
SUBTOTAL 9.8% 1 .5% 18.8% 69.9% 100.0%
Developed conditions are based on Type B Soils ( See Soils Maps)
VASELINE STANDARD FORM SF-2 - DEVELOPED
Espa a Pt:
Time of Concentration
PROJECT NAME: Liqu , -1andling rub DATE: 6/17/14
PROJECT NUMBER: PL226
CALCULATED BY: SMB
CHECKED BY: NJN
O.395(1 . 1 - C5hri
Y = C,,S,,.o.s
r' 50.33 f' = velocity (ft/sec)
r = initial or overland flow time (minutes) C, = conveyance coefficient (from Table RO-21 L
1 = 1 i 7 . le _ + 10
t - = runoff coefficient for 5-year frequency (from Table RC'• i S. = watercourse slope (ft'ft) `' ' 180
SUB-BASIN INITIAL TRAVEL TIME tc CHECK FINAL
DATA I TIME (T,) (T,) (URBANIZED BASINS) tc
DESIGN AREA C5 LENGTH SLOPE ' T, - LENGTH SLOPE C., Land Surface VEL T, COMP. TOTAL tcz(L/180)+10 I Cu) I C100
BASIN Ac Ft % Min. Ft. % fps Min. tc LENGTH Min. Min.
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15)
HISTORIC
Hi 28 20 0.15 i 500 3A% 25.9 2.090 1 1% 15.0 Grassed Waterway 1 .6 22.1 i 48.0 48.0 0.25 0.50
H2 122.39 0.15 500 1 .3% 36.0 2.500 1 .3% 15.0 Grassed Waterway 1 .7 24.6 60.6 60.6 0.25 0.50
H3 182 46 0.15 500 2 5% 28.7 3,140 2.5% 15 0 Grassed Waterway 2.4 22 1 4.4 50 8 50 8 i 0 25 0.50
DEVELOPED
Al 19.05 0.09 500 34% 27.4 2.193 1 .1% 15.0 Grassed Waterway 1 .6 23.2 50.6 2693 25.0 25.0 0 16 0.36
A2 2.47 0.30 188 2.1% 15.7 439 i 0.2% 15.0 Grassed Waterway 0.7 10.9 26.6 627 13.5 13 5 0 36 0.50
A3 3.12 0.28 13 11 .5% 2 4 988 0 8% 15.0 Grassed Waterway 1 .3 12.3 14.7 1001 15.6 14.7 034 0.49
A4 2.35 0.36 136 2.2% 12 2 880 1 8% 15 0 Grassed Waterway 2.0 7 3 19 5 1016 15.6 15 6 0 41 0.55
A5 3.58 0.26 348 0.8% 30.9 623 1 .1% 15.0 Grassed Waterway 1 .6 6.6 37.5 971 154 15.4 0.32 0.47
A6 0.87 0.22 184 0.8% 23.7 1 ,184 i 1 .2% 15 0 Grassed Waterway 1 .6 12 0 35.7 1368 17.6 17.6 0.28 0.44
A7 2.87 0.89 373 1 .4% 6.6 50 0.5% 20 0 Paved Areas 1 .4 0.6 7 2 423 12.4 7 2 0.91 0.95
A8 3.76 0.09 500 2.2% 31 .7 4 64 , 2.2% 15.0 Grassed Waterway 2.2 0.5 32.2 564 13 1 13.1 0.16 0.36
A9 4.27 0.16 55 6.0% 7 1 4 939 1 2% 15.0 Grassed Waterway 1 .6 9.5 16.6 994 15.5 15.5 0 22 0.41
Table RO.2—Conveyance Coefficient. r ,
Type of Land Surface Conveyance Coefficient. c
Hotly meadow 2.5
Tdlaget4kl 5
Short pasture and lawns 7
__ Nearly bare ground 10
Grassed eterway is
Paved areas and shallow paved swain 20
I I I I I I
226 DNG Calcs revised Page 1 of 1
BASELINE STANDARD FORM SF-3 - HISTORIC & DEVELOPED
ritiowni Nut. Sv"r"o STORM DRAINAGE DESIGN - RATIONAL METHOD 5-YEAR EVENT
PROJECT NAME: Liquids Handling Hub DATE: 6/17/14
PROJECT NUMBER: PL226
CALCULATED BY: SMB
CHECKED BY: NJN P1 (1-Hour Rainfall) = 1.31
I - ?8.5P1
0.?s6 Y t
(1U + T; )
5-YR RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME REMARKS
N 2 is. Iii
Z Z a V_ U = V i ._ C L LL W U Z V w - 1- h-
OZ inZ in < ccQ zu- t Q - c C� E ova —Ii - 046 St wg alp Oo aw z � UO - - c
U, pa pm a -- DO o v - -- � E U co " coOJ 0OJ uJivau) LU
U U- U- >
(1 ) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15) (16) (17) (18) I (19) (20) (21 ) (22)
HISTORIC
1 H1 28.20 0 15 48.0 4.23 1 .53 6.5
2 H2 12239 015 606 1836 131 241
3 H3 182.46 0 15 50.8 27 37 1 .48 40 5
DEVELOPED - ON SITE
1 Al 19.05 0 09 25.0 1 .80 2 28 4 1
2 A2 2.47 0.30 13.5 0.74 312 2.3
527 1 3 6 5 Channel DP2 to DP3
3 A3 3.12 0.28 14.7 0.87 3.00 2.6 20.0 1 .61 2.57 4.2
340 2 0 2.8 Channel DP3 to DP4
4 A4 2.35 0 36 15.6 0.83 2 92 2 4 22.8 2.45 2 40 5.9
5 A5 3.58 0.26 15.4 0.94 2 94 2 7
404 1 6 4 1 Channel DP5 to DP6
6 A6 0.87 022 17.6 0.19 275 05 19.5 1 .12 261 29
7 A7 2.87 089 7.2 2.56 3.99 102 .
8 A8 3.76 0 09 13.1 0.35 3.16 1 1
9 A9 4.27 0.16 15.5 0.67 2 93 2 0
i - l
BASELINE STANDARD FORM SF-3 - HISTORIC & DEVELOPED
ritiowni Nut. Unity" STORM DRAINAGE DESIGN - RATIONAL METHOD 10-YEAR EVENT
PROJECT NAME: Liquids Handling Hub DATE: 6/18/14
PROJECT NUMBER: PL226
CALCULATED BY: SMB
CHECKED BY: NJN P1 (1-Hour Rainfall) = 1.63
- '8.5P
I 1
0.?s6 ! r (
(10 + 1; )
10-YR RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME REMARKS
7; 7ii CC ' ` >-
Cy w z ? Q LL �••� _ L ._ c - L w ^ w V Z V wWC-- ^ F=
O Z (n cn ( w U O LL E ._ _ t O ,� E _ t C ;6 O o w OO o O t Oat't' c
O Q < Q z . Q c O �o c ' cc 0 cn � uj O
( J 0Qa 0Qm Q — pair, . - y � -- v CO F. O y" O C aN w
ce U U U J LU
(1 ) (2)__ (3) (4) (5) (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15) (16) (17) (18) I (19) (20) (21 ) (22)
HISTORIC
1 H1 28.20 0 25 48.0 7.05 1 .91 13.5
2 H2 122.39 0 25 60.6 30.60 1 .64 50 1
3 H3 182.46 0 25 50.8 45 62 1 .84 84-0
DEVELOPED - ON SITE
1 Al 19.05 0.16 25.0 3.12 2.84 8.9
2 A2 2.47 0.36 13.5 0.89 3.89 3.5
527 1 3 6 5 Channel DP2 to DP3
3 A3 3.12 0 34 14.7 1 .06 3 74 3.9 20.0 1 .95 3.20 6.2
. 340 2 0 2.8 Channel DP3 to DP4
4 A4 2.35 0 41 15.6 0.96 3.63 3 5 22.8 2.90 2 99 8.7
5 A5 3.58 0 32 15.4 1 .16 3.66 4.2
404 1 6 4 1 Channel DP5 to DP6
6 A6 0.87 0 28 17.6 0.24 3.42 0.8 19.5 1 .40 3 25 4 5
7 A7 2.87 0 91 7.2 i 2.61 4.96 13.0 .
8 A8 3.76 0.16 13.1 0.61 3.93 2.4
9 A9 4.27 0.22 15.5 0.95 3 64 3 4
t
BASELINE STANDARD FORM SF-3 - HISTORIC & DEVELOPED
ritiowni Nut. Sv" "el STORM DRAINAGE DESIGN - RATIONAL METHOD 100-YEAR EVENT
PROJECT NAME: Liquids Handling Hub DATE: 6/18/14
PROJECT NUMBER: PL226
CALCULATED BY: SMB
CHECKED BY: NJN P1 (1-Hour Rainfall) = 2.79
= ?8.5P
I I
0.?s6 ( ) (
(10 + 1; )
100-YR RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME REMARKS
2w ozz � z Q � � U ._ c Q — w 7; 7ii
w z w E �_
Oz 0) p u) Q wQ z i Q - O E O — Oo � cn Cs %--°. aw O O ° '" E
r � wa wm Q -- gw - -- y v t- O w0 and w
(n p p D O U (/1 J O J (75 w w
U U.. LL >
(1 ) (2) _ (3) (4) (5) • (6) (7) (8) (9) (10) (11 ) (12) (13) (14) (15) (16) (17) (18) I (19) (20) (21 ) (22)
HISTORIC
1 H1 28.20 0.50 48.0 14 10 3 27 46 1
2 H2 122.39 0 50 60.6 61 20 2 80 171 4
3 H3 182.46 0.50 50.8 91 .23 315 287.5
DEVELOPED - ON SITE
1 Al 19.05 0.36 25.0 6.87 4.87 33 4
2 A2 2.47 0.50 13.5 1 .24 6.65 8.2
527 1 3 6 5 Channel DP2 to DP3
3 A3 3.12 0.49 14.7 1 .52 6 40 9 7 20.0 2.76 5 48 15 1
340 2 0 2.8 Channel DP2 to DP4
4 A4 2.35 0 55 15.6 1 .30 6.21 8 0 22.8 4.06 5 11 20 7
5 A5 3.58 0.47 15.4 170 6.26 10.6
. 404 1 6 4 1 Channel DP2 to DP6
6 A6 0.87 0.44 17.6 0.38 5.86 2 2 19.5 2.08 5 56 11 6
7 A7 2.87 0 95 72 i 213 8.49 23 2 .
8 A8 3.76 0.36 13.1 1 .35 6.73 9.1
9 A9 4.27 0.41 15.5 1 .74 623 108
t
F. HYDRAULIC COMPUTATIONS
DETENTION VOLUME BY THE HYDROGRAPH METHOD
Project: Liquids Handling Hub
Basin ID:
I ,
Inflow Hydrograph vs. Outflow Hydrograph
Design InformatjOn (Inout); MINOR MA.)OR (inte section fens on the recession limb of inflow hydrograph)
Max. Allowable Peak Outflow Op-out = 4.20 4 20 cfs
Time to Peak Outflow Tp-out = 260 330 minutes 90
Minor Storage Volume (cubic ft.): 18,069 Major Storage Volume(cubic ft.) 155.797
Minor Storage Volume(acre-ft.): 0.41 Major Storage Volume (acre-ft.) 3.58 SO
10 MINOR (e.9. 2-. 5-. OR 10-year) EVENT MAJOR ie.g. 25-, 50-. or 100-year) EVENT
Time Inflow Outflow Increm. Storage Inflow Outflow Increm. Storage
hydrograph Rising Hy Volume Volume hydrograph Rising Hy Volume Volume 70 •
minutes cfs cfs acre-ft acre-ft cfs ds acre-ft acre-ft
(input) (input) (output) (output) (output) (input) (output) (output) (output)
0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 60
20 0.10 0.10 0.00 0.00 0.20 0.20 0.00 0.00 ,
30 020 0.20 0.00 0.00 0.30 0.30 0.00 0.00
40 0.20 0.20 0.00 0.00 0.40 0.40 0.00 0.00 a 50
50 0.30 0.30 0.00 0.00 0.60 0.80 0.00 0.00 3
60 0.40 0.40 0.00 0.00 0.70 0.70 0.00 0.00 d
70 0.40 0.40 0.00 0.00 0.80 0.80 0.00 0.00 40
80 0.50 0.50 0.00 0.00 0.90 0.90 0.00 0.00
90 0.50 0.50 0.00 0.00 0.90 0.90 0.00 0.00
100 0.50 0.50 0.00 0.00 1.00 1.00 0.00 0.00
110 0.60 0.60 0.00 0.00 1.10 1.10 0.00 0.00 30 1 - - •
120 0.60 0.80 0.00 0.00 1.30 1.30 0.00 0.00
130 0.70 0.70 0.00 0.00 1.40 1.40 0.00 0.00
140 0.80 0.80 0.00 0.00 1.70 1.70 0.00 0.00 20
150 0.90 0.90 0.00 0.00 2.10 1.91 0.00 0.00
160 1.30 1.30 0.00 0.00 3.60 2.04 0.02 0.02
170 2.30 2.30 0.00 0.00 7.60 2.16 0.07 0.10 10
180 3.70 2.91 0.01 0.01 13.60 229 0.16 0.25
190 5.10 3.07 0.03 0.04 20.10 2.42 0.24 0.50
200 6.70 3.23 0.05 0.09 26.20 2.55 0.33 0.82 . - e a
210 8.20 3.39 0.07 0.15 31.80 2.67 0.40 1.23 0 •• . . - .
220 9.30 3.55 0.08 0.23 34.90 2.80 0.44 1.87 0 30 60 90 120 150 180 210 240 270 300 330 35O
230 9.10 3.72 0.07 0.31 33.10 2.93 0.42 2.08
240 7.90 3.88 0.06 0.38 28.50 3.05 0.35 2.43 TIME(minutes)
250 6.60 4.04 0.04 0.40 23.90 3.18 0.29 2.72
260 5.50 4.20 0.02 0.41 19.90 3.31 0.23 2.95
270 4.60 IN/A 16.50 3.44 0.18 3.13 ---tons.. i.nw.n -1.--lire Oar mewl.
280 3.90 *NIA 13.70 3.56 0.14 3.27 290 3.30 MIA 11.40 3.69 0.11 3.37 �maa vow Mon*, --e-eewoalo.wsevo
300 2.80 IWA 9.60 3.82 0.08 3.45 ` ii
310 2.40 eN/A 8.20 3.95 0.06 3.51
320 2.20 *N/A 7.00 4.07 0.04 3.55 NOTE: THIS IS A FIRST APPROXIMATION ONLY
330 1.90 IWA 6.00 420 0.02 3.58
340 1.70 IN/A 5.30 IN/A
350 1-50 IN/A 4/0 IN/A Fl011'Tate
360 1.40 IWA 4.20 IN/A
370 1.30 #N/A 3.60 'NIA
380 1.00 *WA 3.00 IN/A 'ohmic Peak Outflow
390 0.80 IN/A 2.30 OVA Qp-out •:;
400 0.60 IWA 1.70 IN/A
410 0.40 IN/A 1.30 IN/A
420 0.30 #N/A 0.90 IN/A
430 0.20 IN/A 0.60 *N/A
440 0.20 *NIA 0.50 _NN/A - Time
450 0.10 #N/A 0.40 IN/A
480 0.10 $44/A 0.30 NN/A Tp-out
470 0.10 *NIA 0.20 *NIA
480 0.00 *N/A 0.10 #N/A
490 0.00 IN/A 0.10 MIA
500 0.00 IN/A 0.10 IN/A
510 0.00 IWA 0.10 IN/A
520 0.00 IN/A 0.00 IN/A
530 0.00 UN/A 0.00 ItN/A
540 0.00 IN/A 0.00 _ ONIA
550 0.00 IN/A 0.00 *NIA
560 0.00 IN/A 0.00 IWA
570 0.00 IN/A 0.00 MA
580 0.00 N /A 0.00 IN/A
590 0.00 INIA 0.00 IN/A
600 0.00 IN/A 0.00 IN/A
610 0.00 IN/A 0.00 IN/A
620 0.00 IN/A 0.00 INIA
630 0.00 *WA 0.00 MIA
640 0.00 IN/A 0.00 IN/A
650 0.00 INCA 0.00 IWA
660 0.00 rtN/A 0.00 IN/A
670 0.00 IN/A 0.00 IWA
680 0.00 MIA 0.00 IN/A
690 0.00 IWA 0.00 /WA
700 0.00 IN/A 0.00 IN/A
710 0.00 *WA 0.00 IN/A
720 0.00 IN/A 0.00 IN/A
730 0.00 *NIA 0.00 IWA
740 0.00 SIN/A 0.00 IN/A
228 UD DMenuoo.ds,Hydrogreph u. . r_ :-,,,
IlSTAGE-STORAGE SIZING FOR DETENTION BASINS
Project: Liquids Handling Hub
Basin ID:
Da ,Iir\hilt'
Std Z Dam _ . Site Sipe r
Elm t t., \ /
v WV �e *
t� �Y
V.
Silt Shp
ye t — SfkSYrIt
L 1
L
< > Silt Slope i. • >
Design Information (Input); Check Basin Shape
Width of Basin Bottom, W = ft Right Triangle OR ..
Length of Basin Bottom, L = ft Isosceles Triangle OR. ..
Dam Side-slope (H:V), Zd = ft/ft Rectangle OR...
Circle / Ellipse OR...
Irregular (Use Overide values in cells G32:G52)
MINOR MAJOR
Storage Requirement from Sheet 'Modified FAA': 2.76 acre-ft.
Stage-Storage Relationship: Storage Requirement from Sheet'Hydrograph': 0.4.1 3.58 acre-ft.
Storage Requirement from Sheet 'Full-Spectrum': acre-ft.
Labels Water Side Etisiii Basin Surface Surface Volume Surface Volume Target Volumes
for WQCV, Minor. Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV. Minor.
& Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage
Stages ft ft/ft ft ft fts ft2 User ft3 acres acre-ft Volumes
(input) (input) Below El. (output) (output) (outpur Overide (output) (output) output) (for goal seek)
a
5190.00 (input) 1000 0 0.023 0.00
5191.00 0.00 0.00 27737 14,369 0.637 0.33
5191.50 0.00 0.00 76336 40387 1.752 0.93
5192 00 0.00 0.00 78465 79.087 1 .801 1.82
25-Yr Volume (2.9 ac-ft)
5192 75 0 00 0 00 81705 139151 1.876 3.19 FROM HEC-HMS
5193 00 0 00 0 00 82798 159.714 1 901 3 67
5193.91 0.00 0 00 87.287 237.102 2.004 5 44 100-YR WSEL
5194.00 0.00 0 00 88.016 244.991 2.021 5 62
5195.00 0.00 0.00 92.583 335,290 2 125 7.697 FREEBOARD
5195.50 0 00 0.00 96.000 382.436 2.204 8.780
#N/A #N/A
#N/A #N/A
#NIA #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#NiA #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #NiA
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#NIA #N/A
#NIA #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N+'A
#N/A #NiA
#N/A #N/A
#N/A #N/A
226 LT) Dielent-on xis Last: 2 1 201.: :: 13 r'L1
STAGE-STORAGE SIZING FOR DETENTION BASINS
Project:
Basin ID:
1
STAGE-STORAGE CURVE FOR THE POND
5196.00
5195.00 • -
5194.00 - - — - •
C)
Ti)
4
5193.00 • •
—
CD
I,
ct
N
5192.00 - •
5191 .00 •
5190.00
0.00 1 .00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00
Storage (acre-feet)
226 UD Detention.xls, Basin 2, 192014. 2 43 Ph1
` RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES I
Project: Liquids Handling Hub
Basin ID:
Cia,
To
.12
X
tt1 Vertical t$2 Vertical
Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice
Water Surface Elevation at Design Depth Elev WS = 5.192 75 feet
Pipe Vertical Orifice Entrance Invert Elevation Elev. Invert = 5.190.90 feet
Required Peak Flow through Orifice at Design Depth O = 4.20 cfs
Pipe/Vertical Orifice Diameter (inches) Dia = 18.0 inches
Orifice Coefficient C. = 0.62
Full-flow Capacity (Calculated)
Full-flow area Af = 1.77 sq ft
Half Central Angle in Radians Theta = 3.14 rad
Full-flow capacity Qf = 9.2 cfs
Percent of Design Flow = 220%
Calculation of Orifice Flow Condition
Half Central Angle (0<Theta<3.1416) Theta = 1.39 rad
Flow area A. = 0.68 sq ft
Top width of Orifice (inches) To = 17.70 inches
Height from Invert of Orifice to Bottom of Plate (feet) Yo = 0.61 feet
Elevation of Bottom of Plate Elev Plate Bottom Edge = _ 5.191.51 feet
Resultant Peak Flow Through Orifice at Design Depth Q. = 4.2 cfs
Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 1.11 feet
Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centrold El. = 5,191.21 feet
226 UD Detention xis. Restnctor Plate 2/19/2014, 2 43 PM
I STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Project: Liquids Handling Hub
Basin ID:
Rounap Order iI (Standard) Roultrr(heir' ..
nWSEL)4w at It Vane
e Yl FLYr RJ alt et Mist
Er
e YS XL YO RI eit II_YO
to WC) ._—0.VI Vr tI
IF..Ji r
Roump Order e1(Sink Starr) Reread Ouch 04
e Y f tl ts•fbee
e II'l EL Dean ttpw J
eV{FL WO RI as R Val Ie-ge.TO......r In ET
-�s
-fan t� VI
elrtde§ III
YO
ro
c VI VI
t't:•Za •..�e•- r ..t•� _ ._{. sae .e•. .. .• -I
Current Routing Order is #3 FC{1
Design Information (Inputir #1 Horiz. #2 Honz. #1 Vert #2 Vert
Circular Opening: Diameter in Inches Dia. = inches
OR
Rectangular Opening: Width in Feet W = 400 1_11 ft
Length (Height for Vertical) LorH =H = 4.00 0 61 ft
Percentage of Open Area After Trash Rack Reduction %open = 90 100
Orifice Coefficient C„= 0.50 0_62
Weir Coefficient C.= 3.40
Orifice Elevation (Bottom for Vertical) E.= 5192.75 5.190 90 1
Calculation of Collection Caoacitv,
Net Opening Area (after Trash Rack Reduction) A0= 14.40 0 68 sq ft
OPTIONAL: User-Overide Net Opening Area A0= sq it
Perimeter as Weir Length Le = 15.20_ ft.
OPTIONAL: User-Overide Weir Length L.= ft
Top Elevation of Vertical Orifice Opening.Top= 5191.51
Center Elevation of Vertical Orifice Opening. Cen = 5191 21
Routing 3: Single Stage - Water flows through WQCV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to Il
culvert sheet (#2 vertical & horizontal openings is not used).
Horizontal Orifices Vertical Orifices
Labels Water WOCV #1 Honz. #1 Horiz #2 Hortz. #2 Horiz. #1 Vert. tt2 Vert Total Target Volunes
for WQCV, Moor. Surface Plate/Riser Weir Orifice Weir Orifice Colection Colection Collection for WQCV. Minor.
& Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity S Major Storage
W S. Elevations ft cfs cfs cfs cfs cis Cfs cis cfs Volumes
(input) (Inked) (output) (output) (output) (output) (output) (output) (output) rl. for goal seek
5190.00 _ 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5191.00 0.00 0.00 0.00 0.00 0.00 0.12 0.00 0.00
5191.50 0.00 0.00 0.00 0.00 0.00 1.82 0.00 0.00
5192.00 0.00 0.00 0.00 0.00 0.00 3.02 0.00 0.00
5192.75 0.00 0.00 0.00 0.00 0.00 4.21 0.00 0.00 25-yr Storage
7,1 A.l.O R _ 5193.00 0.00 6.46 28.89 0.00 0.00 4.53 0.00 4.53
5193.91 0.00 64.57 62.23 0.00 0.00 5.56 0.00 5.56
5194.00 0.00 72.22 64.60 0.00 0.00 5.66 0.00 5.66
5195.00 0.00 174.42 86.67 0.00 0.00 6.59 0.00 6.59
5195.50 0.00 235.68 95.82 0.00 0.00 7.01 0.00 7.01
#NJA #14/A #N/A #NIA *NIA #N/A 0.00 #NIA
#N/A #id/A #N/A #N/A *NIA #N/A 0.00 #NIA
#N/A #N/A UN/A #NIA UN/A #NIA 0.00 ',NIA
#N/A #N/A #N/A , #N/A MIA #N/A 0.00 #N1A
#N/A #14/A #N/A #N1A #N/A #N/A 0.00 #NIA
#N/A #N/A #N/A *NIA #N/A #N/A 0.00 #N/A
#N1A #N/A OVA #N/A #N/A #N/A 0.00 #NIA
#N/A #N/A #14/A #N/A #N/A #14/A 0.00 #N1A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N1A 0.00 #N/A
#N/A MIA #N/A #N/A #N/A MIA 0.00 h MIA
#NIA #N/A #N/A #NIA #N/A #N/A 0.00 h #N/A
#N/A #14/A #N/A #NIA #N/A #N/A 0.00 MIA
•
#N/A #N/A #N/A #NIA #N1A #N/A 0.00 h #N/A
#N/A #N/A #N/A #N1A #N1A #N/A 0.00 #N/A
UN/A #N/A #N/A #N/A #N/A #N/A 0.00 MIA
#N/A *VA #14/A #N/A #N/A #N/A 0.00 h #N1A
#NIA #14/A #N1A #N/A #N/A #N/A 0.00 #N1A
#N1A #N/A #N/A #N/A #N/A #14/A 0.00 #NIA
#N/A #N/A #N/A #N/A #N/A MIA 0.00 MIA
#N1A UN/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N1A #N1A #N/A *N/A 0.00 a MIA
#N1A Stith ON/A #14/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #NIA 0.00 //NIA
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 OVA
#N/A #N/A #N/A #NIA #N/A #N1A 0.00 #N/A
#N/A #N/A #N/A #NIA #NIA #14/A 0.00 #N/A ,
#N1A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #14/A #WA #N1A #N1A #N1A 0.00 h #NIA
#N/A #N/A #N/A *NIA #NIA #N/A 0.00 /INAA
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N1A
#N/A #N/A #N/A #N1A #N/A #N/A 0.00 MIA
#N/A *NIA #N1A #N/A MIA #N/A 0.00 #N/A
226 UD Detention.xls, Outlet 2/19/2014, 2:44 PM
STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Project Liquids Handling Hub
Basin ID:
STAGE-DISCHARGE CURVE FOR THE OUTLET STRUCTURE
5196
5195 •
1
5194 - •
5 - •
C)
C)
C)
4-
C)
C7
ca
5193 •
♦
5192 • •
♦
5191 •
5190 ♦ I
0 1 2 3 4 5 6 7 8
Discharge (cfs)
226 UD Detention xls, Outlet 2/19/2014, 2.44 PM
CSTAGE-DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Protect: Liquids Handling Hub
Basin ID:
r nMn (din' r awin, (d a a .
1 teVail r 11111 w } l u (
a
•
r� r
Status: Culvert Data is valid'
x _ a
r
N
Tar
L • MSS1) V err.
is .
4 r
Memel at
Design Information (Input):
Grcilar Cttvertt Barrel Diameter in Inches D = 18 , in
Circ lar Culvert. Inlet Edge Type (choose from pull-down lat) Square End with Headwall
a
Box Culvert. Barrel Heght (Rise)in Feet Height i Rise i = ft
Box Calvert Barrel Width(Span) in Feet Width(Span' = ft.
Box Cuvert: Inlet Edge Type (choose from pull-down list I 1 5 1 8eve+.c 90 Deg Headwall
Nunber of Barrels No = 1
Inlet Elevation at Gtvert Invert I,,,, = 5190.80 ft etev
Outlet Elevation at Culvert Invert 0,,,.,= 5190.25 ft etev
Culvert Length in Feet L = 130.0 ft
Mamng's Roughness n = 0 0130
Bend Loss Coefficient K. = _ 0 00
Exit Loss Coefficient Ka = 1 00
Design Information (calculated):
Entrance Loss Coefficient K.= 0.50
Friction Loss Coefficient Kra 236
Sun of All Loss Coefficients K= 386
Orifice Wet Condition Coefficient Ca= 0 85
Minimum Energy Condition Coefficient KE,o,= 0 01
Calculations of Culvert Capacity'output):
Water Surface Tailwater Culvert Culvert Flowrate Controlling Inlet
Elevation Surface Inlet-Control Outlet-Control Into Culvert Culvert Equation
From Sheet Elevation Frowrate Flowrate From Sliee'. Flowrate Used
Basin" ft cfs cfs "Outlet' cfs
(ft., linked) (input rf known' (output) (output) (cfs, linked) (output) (output)
5190.00 0.00 0.00 0.00 0.00 0.00 No Flow(WS< net),
5191.00 0.00 0.20 3.52 0.00 0.00 Mn Energy. Eqn.
5191.50 0.00 3.30 4.34 0.00 0.00 Regression Eqn
5192.00 0.00 4.50 4.61 0.00 0.00 , Regression Eqn
5192.75 0.00 8.00 6.01 0.00 0.00 Regression Eqn
5193.00 0.00 9.80 7.21 1.53 4.53 Regression Eqn
5193.91 0.00 13.00 9.46 5.56 5.56 Regression Eqn.
5194.00 0.00 13.20 9.67 5.66 5.66 Regression Eqn-
5195.00 0.00 15.90 11.62 6.59 6.59 Regression Eqn
5195.50 0.00 17.10 12.47 7.01 7.01 Orifice Eqn.
0.00 0.00 0.00 0.00 0N/A MIA No Flow(WS< wet)
0.00 0.00 0.00 0.00 MWA MIA No Flow(WS< wet)
0.00 0.00 0.00 0.00 ON/A MIA No Flow(WS< Net)
0.00 0.00 0.00 0.00 liN/A MN/A Pb Fbw(WS< wet)
0.00 0.00 0.00 0.00 MIA *NIA No Flow(WS<wet)
0.00 0.00 0.00 0.00 NN/A MN/A No Flow (WS< Wet)
0.00 0.00 0.00 0.00 MIA MN/A Na Flow MS< Net)
0.00 0.00 0.00 0.00 MWA 1N/A No Fbw(WS< Wet)
0.00 0.00 0.00 0.00 MWA *NIA No Flaw MS< wet)
0.00 0.00 0.00 0.00 MIA MIA No Flow (WS< wet)
0.00 0.00 0.00 0.00 MIA MIA Pb Flaw(WS< wet)
0.00 0.00 0.00 0.00 IN/A MIA Pb Flow(WS< Wet)
0.00 0.00 0.00 0.00 MWA 014/A Pb Flow(WS< Net)
0.00 0.00 0.00 0.00 MIA #N/A No Flow(WS< Wet)
0.00 0.00 0.00 0.00 #NIA MN/A No Flow(WS< Wet)
0.00 0.00 0.00 0.00 #N/A MN/A No Flow(WS < Wet)
0.00 0.00 0.00 0.00 ova ON/A lb Flow(WS< wet)
0.00 0.00 0.00 0.00 #N/A MIA No Flow(WS c inlet)
0.00 0.00 0.00 0.00 :min MIA Pb Flow(WS<Net)
0.00 0.00 0.00 0.00 oil *NM No Flow(WS< het)
0.00 0.00 0.00 0.00 alit SIN/A No Flow(WS<wet)
0.00 0.00 0.00 0.00 #WA IN/A No Flow(WS< Wet)
0.00 0.00 0.00 0.00 #11/A *NIA No Flow(WS< Net)
0.00 0.00 0.00 0.00 OVA *NIA No Flow(WS< wet)
0.00 0.00 0.00 0.00 *NIA *WA Pb Flow(WS< wet)
0.00 0.00 0.00 0.00 #IA MN/A No Flow(WS< het)
0.00 0.00 0.00 0.00 OVA eN/A No Flow(WS< het)
0.00 0.00 0.00 0.00 MIA #N/A No Flow(WS< het)
0.00 0.00 0.00 0.00 MIA #N/A No Flow(WS< Wet)
0.00 0.00 0.00 0.00 MIA #N/A No Flow(WS< Wet)
0.00 0.00 0.00 0.00 1N/A r+N/A Pb Flow(WS < wet)
0.00 0.00 0.00 0.00 *WA ttN/A No Flow(WS< het)
0.00 0.00 0.00 0.00 IN/A MIA No Flow(WS< het)
0.00 0.00 0.00 0.00 MIA MIA No Flow(WS< Wet)
226 W Detertlan.xis, Calvert 2/19/2011, 2:14 PM
STAGE-DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Protect: Liquids Handling Hub
Basin ID:
STAGE-DISCHARGE CURVE FOR THE FINAL OUTLET PIPE CULVERT
5196.00
5195.00 - •
5194.00 - •
a)
5193.00 - - •
aj
a) ♦
rn
ca
5192.00 ♦ • •
•
5191 .00 • • - •
5190.00 • .
0.00 1 .00 2.00 3 DD 4.00 5.00 6.00 7.00 8.00
Discharge (cfs)
41
226 LO Determon xis. Ctived
STAGE-DISCHARGE SIZING OF THE SPILLWAY
Project: Liquids Handling Hub
Basin ID:
< t
� tv >
aatft CRV -
Design Information (input):
Bottom Length of Weir L = 130.00 feet
Angle of Side Slope Weir Angle = 75.96 i degrees
Elev. for Weir Crest EL. Crest = 5,194.91 feet
Coef. for Rectangular Weir C.. = 3.00
Coef. for Trapezoidal Weir C; = 2.52
Calculation of Spillway Capacity (output):
Water Rect. Triangle Total Total
Surface Weir Weir Spillway Pond
Elevation Flowrate Flowrate Release Release
ft. cfs cfs cfs cfs
[ linked) output) (output) ( output) K;output)
5190.00 0.00 0.00 0.00 0.00
5191 .00 0.00 0.00 0.00 0.00
5191 .50 0.00 0.00 0.00 0.00
5192.00 0.00 0.00 0.00 0.00
5192.75 0.00 0.00 0.00 0.00
5193.00 0.00 0.00 0_00 4.53
5193.91 0.00 0.00 0.00 5.56
5194.00 0.00 0.00 0.00 5.66
5195.00 10.53 0.02 10.55 17.14
5195.50 176.74 2.69 179.44 186.45
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #NIA
#N/A #N/A #N/A #NIA #NIA
#N/A #NIA #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #NIA
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #NIA #N/A #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A i #N/A #N/A
#N/A #N/A #N/A #NIA #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #NIA #NIA
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #NIA #NIA
#N/A #N/A i #N/A #NIA #N/A
#N/A #N/A #NIA #N/A #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A i #NIA #N/A
#N/A #N/A #N/A #NIA #N/A
226 UD Detention.xls, Spillway 2/19/2014, 2:45 PM
STAGE-DISCHARGE SIZING OF THE SPILLWAY
Project: Liquids Handling Hub
Basin ID:
STAGE-STORAGE-DISCHARGE CURVES FOR THE POND
Storage (Acre-Feet)
0 2 4 6 8 10
5196 -
5195 • •
5194 •
42)
•
5193 7
5192 MI - -
•
5191 s - - •
5190 -
0 50 100 150 200
Pond Discharge (cfs)
*ow ono".. —.—;ow crows'
226 UD Detention.xds, Spillway 2/19/2014, 2:45 PM
Culvert Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc Friday, Sep 20 2013
Ex . 48 inch CMP Culvert
Invert Elev Dn (ft) = 5187 . 37 Calculations
Pipe Length (ft) = 59 . 50 Qmin (cfs) = 140 . 00
Slope (%) = 2 . 84 Qmax (cfs) = 474 . 00
Invert Elev Up (ft) = 5189 . 06 Tailwater Elev (ft) = (dc+ D)/2
Rise (in) = 90 . 0
Shape = Circular Highlighted
Span (in) = 90 . 0 Qtotal (cfs) = 160 . 00
No. Barrels = 1 Qpipe (cfs) = 160. 00
n-Value = 0 . 022 Qovertop (cfs) = 0 . 00
Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 4 .74
Culvert Entrance = Mitered to slope (C) Veloc Up (ft/s) = 8. 86
Coeff. K, M , c, Y, k = 0 . 021 , 1 . 33 , 0 . 0463 , 0. 75 , 0 . 7 HGL Dn (ft) = 5192 .73
HGL Up (ft) = 5192 .27
Embankment Hw Elev (ft) = 5193 .87
Top Elevation (ft) = 5204 . 06 Hw/D (ft) = 0.64
Top Width (ft) = 35 . 00 Flow Regime = Inlet Control
Crest Width (ft) = 50 . 00
E •.. 1:_ n,.t, _hl i' 1 ;.•. rt nee OeGn in,
I
I I 7 15 94
/
- - mounts*
0 -
.206
1 •506
• i•, :5 30 36 40 t6 60 56 60 66 70 75 60
. is , :. .4 Embsrb
Remit It
Q Veloc Depth
Total Pipe Over Dn Up Dn Up
(cfs) (cfs) (cfs) (ft/s) (ft/s) (in) (in)
140.00 140.00 0.00 4.24 8.43 62.97 36.16
160.00 160.00 0.00 4.74 8.86 64.27 38.53
180.00 180.00 0.00 5.23 9.20 65.48 40.96
200.00 200.00 0.00 5.70 9.52 66.64 43.28
220.00 220.00 0.00 6.17 9.82 67.75 45.50
240.00 240.00 0.00 6.62 10.12 68.81 47.62
260.00 260.00 0.00 7.07 10.40 69.83 49.66
280.00 280.00 0.00 7.51 10.68 70.81 51 .62
300.00 300.00 0.00 7.94 10.96 71 .75 53.51
320.00 320.00 0.00 8.37 11 .23 72.68 55.35
340.00 340.00 0.00 8.80 11 .50 73.56 57.12
360.00 360.00 0.00 9.22 11 .77 74.41 58.82
380.00 380.00 0.00 9.63 12.04 75.24 60.48
400.00 400.00 0.00 10.05 12.30 76.05 62.09
420.00 420.00 0.00 10.46 12.57 76.83 63.66
440.00 440.00 0.00 10.86 12.84 77.58 65.16
460.00 460.00 a® 11 .27 13.12 78.31 66.62
HGL
Dn Up ft-sw 1 Hw/D
(ft) (ft) I (ft)
5192.62 5192.07 5193.52 0.59
5192.73 5192.27 5193.87 0.64
5192.83 5192.47 5194.21 0.69
5192.92 5192.67 5194.53 0.73
5193.02 5192.85 5194.85 0.77
5193.10 5193.03 5195.16 0.81
5193.19 5193.20 5195.47 0.85
5193.27 5193.36 5195.77 0.89
5193.35 5193.52 5196.06 0.93
5193.43 5193.67 5196.36 0.97
5193.50 5193.82 5196.65 1.01
5193.57 5193.96 5196.94 1.05
5193.64 5194.10 5197.22 1.09
5193.71 5194.23 5198.63 1.28
5193.77 5194.37 5199.02 1.33
5193.84 5194.49 5199.43 1.38
5193.90 5194.61 5199.85 1.44
Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D® 2012 by Autodesk, Inc Friday, Sep 20 2013
< Name>
Circular Highlighted
Diameter (ft) = 4 . 00 Depth (ft) = 0.40
Q (cfs) = 3 . 013
Area (sqft) = 0 .66
Invert Elev (ft) = 5187 . 37 Velocity (ft's) = 4 . 58
Slope (%) = 2 . 84 Wetted Perim (ft) = 2 . 58
N-Value = 0. 022 Crit Depth , Yc (ft) = 0 . 50
Top Width (ft) = 2 .40
Calculations EGL (ft) = 0. 73
Compute by: Q vs Depth
No . Increments = 10
Elev (ft) Depth (ft)
Section
5192.00 - - 4.63
5191 .00 3.63
5190.00 , 2 63
5189. 00 r - 1 .63
5188.00
i 0 63
5187. 00 -0. 37
5186.00 - - -1 .37
0 1 2 3 4 5 6
Reach (ft)
`
Depth O Area Veloc Wp
(ft) (cfs) (soft) (ft/s) (ft)
0.40 3.013 0.658 4.58 2 58
0.80 12.66 1 .803 7.02 3.72
1 .20 28.07 3.176 8.84 4.64
1 .60 48.26 4.698 10.27 5.48
2.00 72.03 6.317 11.40 6.30
2.40 96.45 7.894 12.22 7.10
2.80 120.0 9.414 12.75 7.94
3.20 139.9 10.78 12.97 8.86
3.60 152.5 11.92 12.80 10.00
4.00 143.0 12.57 11 .38 12.57
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Wednesday, Sep 25 2013
Swale Capacity Analysis : Basin H2
Trapezoidal Highlighted
Bottom Width (ft) = 13 . 00 Depth (ft) = 0 . 20
Side Slopes (z: 1 ) = 5 . 00 , 5 . 00 Q (cfs) = 8 . 303
Total Depth (ft) = 2 . 00 Area (sqft) = 2 . 80
Invert Elev (ft) = 5220 . 00 Velocity (ft/s) = 2 . 97
Slope (%) = 1 . 50 Wetted Perim (ft) = 15 . 04
N-Value = 0 . 020 Crit Depth , Yc (ft) = 0 . 23
Top Width (ft) = 15 . 00
Calculations EGL (ft) = 0 . 34
Compute by: Q vs Depth
No . Increments = 10
Elev ( ) Depth ft (ft)
Section
5223.00 - - 3.00
5222. 50 2.50
5222 .00 -- 2. 00
5221 . 50 1 .50
5221 .00 - 1 .00
5220. 50 0.50
IciP
de
5220.00 0.00
5219. 50 -0.50
0 5 10 15 20 25 30 35 40 45
Reach (ft)
Depth Q Area Veloc Wp 'L
(ft) 'c:
0.20 8.303 2.800 2.97 15.04
0.40 27.17 6.000 4.53 17.08
0.60 55.18 9.600 5.75 19. 12
0.80 92.16 13.60 6.78 21 .16
1 .00 138.3 18.00 7.68 23.20
1 .20 193.9 22.80 8.50 25.24
1 .40 259.3 28.00 9.26 27.28
1 .60 334.9 33.60 9.97 29.32
1 .80 421 .1 39.60 10.63 31 .36
2.00 518.3 46.00 11 .27 33.40
Ye TopWidth Energy
(ft) (ft) (ft)
0.23 15.00 0.34
0.49 17.00 0.72
0.75 19.00 1 .11
1 .02 21 .00 1 .51
1 .29 23.00 1 .92
1 .56 25.00 2.32
1 .83 27.00 2.73
2.00 29.00 3.14
2 00 31 .00 3.56
2.00 33.00 3.97
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc Friday, Oct 4 2013
Swale Capacity Analysis : Basin H2 & H3
Trapezoidal Highlighted
Bottom Width (ft) = 12 . 00 Depth (ft) = 0. 25
Side Slopes (z: 1 ) = 4 . 00 , 4. 00 Q (cfs) = 9. 090
Total Depth (ft) = 3 . 00 Area (sqft) = 3 . 25
Invert Elev (ft) = 5214 . 00 Velocity (ft/s) = 2 . 80
Slope (%) = 1 . 00 Wetted Perim (ft) = 14 . 06
N-Value = 0 . 020 Crit Depth , Yc (ft) = 0 .26
Top Width (ft) = 14 . 00
Calculations EGL (ft) = 0. 37
Compute by: Q vs Depth
No . Increments = 12
Elev (ft) Section Depth (ft)
5218.00 - - - 4. 00
5217.00 - 3.00
5216. 00 - - - 2. 00
5215.00 - 100
1gP i /
5214.00 0.00
5213.00 - - -1 00
0 5 10 15 20 25 30 35 40 45 50
Reach (ft)
Depth Q Area Veloc Wp
(ft) (cfs) (sqft) (ft/s) (ft)
0.25 9.090 3.250 2.80 14.06
0.50 29.81 7.000 4.26 16.12
0.75 60.68 11 .25 5.39 18.18
1 .00 101 .6 16.00 6.35 20.25
1 .25 152.9 21 .25 7.19 22.31
1 .50 214.8 27.00 7.96 24.37
1.75 287.9 33.25 8.66 26.43
2.00 372.7 40.00 9.32 28.49
2.25 469.5 47.25 9.94 30.55
2.50 579.1 55.00 10.53 32.62
2.75 701 .7 63.25 11 .09 34.68
3.00 838.0 72.00 11 .64 36.74
Yc TopWidth Energy
(ft) (ft) (ft)
0.26 14.00 0.37
0.55 16.00 0.78
0.84 18.00 1 .20
1 .15 20.00 1 .63
1.45 22.00 2.05
1.76 24.00 2.48
2.07 26.00 2.92
2.38 28.00
3.35
2.70 30.00 3.79
3.00 32.00 4.22
3.00 34.00 4.66
3.00 36.00 5.11
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc Monday, Oct 14 2013
SECTION A-A ( Basin H2 & H3)
Trapezoidal Highlighted
Bottom Width (ft) = 12 . 00 Depth (ft) = 2 . 05
Side Slopes (z: 1 ) = 4 . 00 , 4 . 00 Q (cfs) = 390 . 00
Total Depth (ft) = 4 . 00 Area (sqft) = 41 .41
Invert Elev (ft) = 5214 . 00 Velocity (ft/s) = 9 .42
Slope (c/o) = 1 . 00 Wetted Perim (ft) = 28 . 90
N-Value = 0. 020 Crit Depth , Yc (ft) = 2 .44
Top Width (ft) = 28 .40
Calculations EGL (ft) = 3 .43
Compute by: Known Q
Known Q (cfs) = 390 . 00
Elev ( ) Depth ft (ft)
Section
5219.00 - - - 5.00
5218.00 - 4 00
5217.00 3. 00
V
5216.00 �-= 2.00
5215. 00 1 .00
5214. 00 0.00
5213.00 -1 00
0 5 10 15 20 25 30 35 40 45 50 55
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 18 2014
Channel DP2
Triangular Highlighted
Side Slopes (z: 1 ) = 3. 00 , 3. 00 Depth (ft) = 0. 99
Total Depth (ft) = 2 . 00 Q (cfs) = 8 . 200
Area (sqft) = 2. 94
Invert Elev (ft) = 100 . 00 Velocity (ft/s) = 2. 79
Slope (% ) = 0.40 Wetted Perim (ft) = 6. 26
N -Value = 0 . 020 Crit Depth, Yc (ft) = 0 . 86
Top Width (ft) = 5. 94
Calculations EGL (ft) = 1 . 11
Compute by: Known Q
Known Q (cfs) = 8. 20
Elev (ft) Depth (ft)
Section
103.00 3.00
102.50 2.50
102.00 - - 2. 00
101 .50 1 . 50
101 .00 1 .00
100.50 0. 50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 18 2014
Channel DP3
Triangular Highlighted
Side Slopes (z: 1 ) = 3. 00 , 3. 00 Depth (ft) = 0. 92
Total Depth (ft) = 2 . 00 Q (cfs) = 15 . 10
Area (sqft) = 2. 54
Invert Elev (ft) = 100 . 00 Velocity (ft/s) = 5. 95
Slope (% ) = 2. 00 Wetted Perim (ft) = 5. 82
N -Value = 0 . 020 Crit Depth, Yc (ft) = 1 . 10
Top Width (ft) = 5. 52
Calculations EGL (ft) = 1 .47
Compute by: Known Q
Known Q (cfs) = 15. 10
Elev (ft) Depth (ft)
Section
103.00 3.00
102.50 2.50
102.00 - - 2. 00
101 .50 1 . 50
101 .00 1 .00
100.50 0. 50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 18 2014
Channel DP4
Trapezoidal Highlighted
Bottom Width (ft) = 2 . 00 Depth (ft) = 1 . 14
Side Slopes (z: 1 ) = 3. 00 , 3. 00 Q (cfs) = 20 . 70
Total Depth (ft) = 1 . 50 Area (sqft) = 6. 18
Invert Elev (ft) = 5200 . 00 Velocity (ft/s) = 3. 35
Slope (% ) = 0. 80 Wetted Perim (ft) = 9. 21
N -Value = 0 . 030 Crit Depth, Yc (ft) = 0 . 97
Top Width (ft) = 8. 84
Calculations EGL (ft) = 1 . 31
Compute by: Known Q
Known Q (cfs) = 20. 70
Elev (ft) Depth (ft)
Section
5202 .00 2.00
5201 .50 1 .50
- H-
5201 .00 - 1 .00
5200 .50 0.50
5200 .00 0.00
5199 .50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 18 2014
Channel DP5
Triangular Highlighted
Side Slopes (z: 1 ) = 3. 00 , 3. 00 Depth (ft) = 1 . 09
Total Depth (ft) = 2 . 00 Q (cfs) = 10 . 60
Area (sqft) = 3. 56
Invert Elev (ft) = 100 . 00 Velocity (ft/s) = 2. 97
Slope (% ) = 0.40 Wetted Perim (ft) = 6. 89
N -Value = 0 . 020 Crit Depth, Yc (ft) = 0 . 96
Top Width (ft) = 6. 54
Calculations EGL (ft) = 1 . 23
Compute by: Known Q
Known Q (cfs) = 10. 60
Elev (ft) Depth (ft)
Section
103.00 3.00
102.50 2.50
102.00 - - 2. 00
101 .50 1 . 50
101 .00 1 .00
100.50 0. 50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 18 2014
Channel DP6
Triangular Highlighted
Side Slopes (z: 1 ) = 3. 00 , 3. 00 Depth (ft) = 1 .28
Total Depth (ft) = 2 . 00 Q (cfs) = 11 . 60
Area (sqft) = 4. 92
Invert Elev (ft) = 100 . 00 Velocity (ft/s) = 2. 36
Slope (% ) = 0. 20 Wetted Perim (ft) = 8. 10
N -Value = 0 . 020 Crit Depth, Yc (ft) = 0 . 99
Top Width (ft) = 7. 68
Calculations EGL (ft) = 1 . 37
Compute by: Known Q
Known Q (cfs) = 11 . 60
Elev (ft) Depth (ft)
Section
103.00 3.00
102.50 2.50
102.00 - - 2. 00
101 .50 1 . 50
101 .00 1 .00
100.50 0. 50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 18 2014
Channel DP9
Triangular Highlighted
Side Slopes (z: 1 ) = 3. 00 , 3. 00 Depth (ft) = 1 . 25
Total Depth (ft) = 2 . 00 Q (cfs) = 10 . 80
Area (sqft) = 4. 69
Invert Elev (ft) = 100 . 00 Velocity (ft/s) = 2. 30
Slope (% ) = 0. 20 Wetted Perim (ft) = 7. 91
N -Value = 0 . 020 Crit Depth, Yc (ft) = 0 . 96
Top Width (ft) = 7. 50
Calculations EGL (ft) = 1 . 33
Compute by: Known Q
Known Q (cfs) = 10. 80
Elev (ft) Depth (ft)
Section
103.00 3.00
102.50 2.50
102.00 - • - 2. 00
101 .50 • 1 . 50
101 .00 1 .00
100.50 0. 50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jun 13 2014
DP2 - CULVERT 11
Invert Elev Dn (ft) = 5207 . 82 Calculations
Pipe Length (ft) = 45. 00 Qmin (cfs) = 3. 50
Slope (% ) = 0 .40 Qmax (cfs) = 8. 20
Invert Elev Up (ft) = 5208 . 00 Tailwater Elev (ft) = (dc+ D)/2
Rise ( in) = 15 . 0
Shape = Circular Highlighted
Span (in ) = 15 . 0 Qtotal (cfs) = 8.20
No . Barrels = 1 Qpipe (cfs) = 8. 20
n-Value = 0 .013 Qovertop (cfs) = 0. 00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6. 81
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 6. 68
Coeff. K, M , c,Y, k = 0 . 0045 , 2 , 0 . 0317, 0 . 69, 0 .2 HGL Dn (ft) = 5209 . 01
HGL Up (ft) = 5209 . 71
Embankment Hw Elev (ft) = 5210 .28
Top Elevation (ft) = 5210 . 90 Hw/D (ft) = 1 . 82
Top Width (ft) = 20. 00 Flow Regime = Inlet Control
Crest Width (ft) = 50. 00
Elev I c DP2 - CULVERT 11 Hw Depth (ft)
5211 .00 1 do, 1 1 1 I - 3.00
N
�.
Inlet cc ntrol
5210.00 r 2.00
52O9.O0 i — r 1 .
V V 'J
- .
r _ 1 , r
,7::,
I V
7 r i
i L
1 : 11 20 25 30 35 4: _ •- . - - 1
irmi _, r OL. H ert HGL Embank - - - , ft ;
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jun 13 2014
DP3 - CULVERT 14
Invert Elev Dn (ft) = 5200 . 30 Calculations
Pipe Length (ft) = 50. 00 Qmin (cfs) = 6.20
Slope (% ) = 0 .40 Qmax (cfs) = 15. 10
Invert Elev Up (ft) = 5200 . 50 Tailwater Elev (ft) = (dc+ D)/2
Rise ( in) = 24 . 0
Shape = Circular Highlighted
Span (in ) = 24 . 0 Qtotal (cfs) = 15 .00
No . Barrels = 1 Qpipe (cfs) = 15 . 00
n-Value = 0 .013 Qovertop (cfs) = 0. 00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5. 28
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 6.41
Coeff. K, M , c,Y, k = 0 . 0045 , 2 , 0 . 0317, 0 . 69, 0 .2 HGL Dn (ft) = 5202 . 00
HGL Up (ft) = 5201 . 90
Embankment Hw Elev (ft) = 5202 . 63
Top Elevation (ft) = 5202 . 90 Hw/D (ft) = 1 . 07
Top Width (ft) = 20. 00 Flow Regime = Inlet Control
Crest Width (ft) = 50. 00
r~ DP3 - CULVERT 14 H L. epih ft
2 � �
I I I I I
:: :/F 5202.00 1 tz:_
5201 .50 1 . :: :::
5201CI
5200.50 — -
�—
5200.00 -0.50
5199.50 r i -1 .00
0 5 10 15 20 25 30 35 40 45 50 56 _ = 65 70
— Circular Culvert HGL Embank Reach (ft)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jun 13 2014
DP4 - CULVERT 4
Invert Elev Dn (ft) = 5194 . 55 Calculations
Pipe Length (ft) = 113 . 00 Qmin (cfs) = 8. 70
Slope (% ) = 0.40 Qmax (cfs) = 20 . 70
Invert Elev Up (ft) = 5195 . 00 Tailwater Elev (ft) = (dc+ D)/2
Rise ( in) = 30 . 0
Shape = Circular Highlighted
Span (in ) = 30 . 0 Qtotal (cfs) = 20 .70
No . Barrels = 1 Qpipe (cfs) = 20 . 70
n-Value = 0 .013 Qovertop (cfs) = 0. 00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4. 87
Culvert Entrance = Groove end w/headwall (C ) Veloc Up (ft/s) = 6. 50
Coeff. K, M , c,Y, k = 0 . 0018 , 2 , 0 . 0292 , 0 . 74 , 0 .2 HGL Dn (ft) = 5196 . 57
HGL Up (ft) = 5196 . 54
Embankment Hw Elev (ft) = 5197 .23
Top Elevation (ft) = 5200 . 30 Hw/D (ft) = 0. 89
Top Width (ft) = 20. 00 Flow Regime = Inlet Control
Crest Width (ft) = 50. 00
Elev (ft) DP4 - CULVERT 4 Hy,. E: ept 1ft ,
5201 .00 = ' _
V
5200.00
5199.00 - . .-
5198.00 ICC'
5197.00 m c.— r
J ;
Inlet control
5196.00 1 . 11,
5195.00
IMEMPab
4. 0
5194.00 - 1 . 1,1
5193.00 I -2.00
0 1 :_ 50 60 70 80 90 100 111 120 130 140 150 160
ircL.i ., r _: L. iH; ert -- HGL Embank Reach (ft)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jun 13 2014
DP5 - CULVERT 10
Invert Elev Dn (ft) = 5197 .47 Calculations
Pipe Length (ft) = 38 . 00 Qmin (cfs) = 4.20
Slope (% ) = 1 . 39 Qmax (cfs) = 10 . 60
Invert Elev Up (ft) = 5198 . 00 Tailwater Elev (ft) = (dc+ D)/2
Rise ( in) = 24 . 0
Shape = Circular Highlighted
Span (in ) = 24 . 0 Qtotal (cfs) = 10 .60
No . Barrels = 1 Qpipe (cfs) = 10 .60
n-Value = 0 .013 Qovertop (cfs) = 0. 00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3. 98
Culvert Entrance = Groove end w/headwall (C ) Veloc Up (ft/s) = 5. 58
Coeff. K, M , c,Y, k = 0 . 0018 , 2 , 0 . 0292 , 0 . 74 , 0 .2 HGL Dn (ft) = 5199 . 05
HGL Up (ft) = 5199 . 17
Embankment Hw Elev (ft) = 5199 . 66
Top Elevation (ft) = 5203 .20 Hw/D (ft) = 0. 83
Top Width (ft) = 20. 00 Flow Regime = Inlet Control
Crest Width (ft) = 50. 00
Elev (ft) DP5 - CULVERT 10 H epih 1ft ,
5204.00 _ :r ::
5203.00 _ .
52 02.00 . :
5201 .00
5200.00 `
5199.00 a: 1 : "
5198.00 — r
5197.00 - - 1 . 0:_
5196.00 I -2.00
5 10 15 20 25 30 35 40 _ = 55 60
— Circular Culvert — HGL Embank Reach (ft)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jun 13 2014
DP9 - CULVERT 7
Invert Elev Dn (ft) = 5199 . 59 Calculations
Pipe Length (ft) = 52 . 00 Qmin (cfs) = 3.40
Slope (% ) = 0 .40 Qmax (cfs) = 10 . 80
Invert Elev Up (ft) = 5199 . 80 Tailwater Elev (ft) = (dc+ D)/2
Rise ( in) = 18 . 0
Shape = Circular Highlighted
Span (in ) = 18 . 0 Qtotal (cfs) = 10 .80
No . Barrels = 1 Qpipe (cfs) = 10 . 80
n-Value = 0 .013 Qovertop (cfs) = 0. 00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6. 35
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 6. 11
Coeff. K, M , c,Y, k = 0 . 0045 , 2 , 0 . 0317, 0 . 69, 0 .2 HGL Dn (ft) = 5200 . 97
HGL Up (ft) = 5201 . 53
Embankment Hw Elev (ft) = 5202 . 02
Top Elevation (ft) = 5202 . 50 Hw/D (ft) = 1 .48
Top Width (ft) = 25. 00 Flow Regime = Inlet Control
Crest Width (ft) = 50. 00
Elev If: DP9 - CULVERT 7 Hy,. Dept 1 ft
5203.00 3.20
s„pe1'l
5202.00 - .{"f f fnl�tcontrvl 2.20
4
l
5201 .00 1 1 .20
5200.00 V" 'J r.-
5199.G:: _ . ; v
5198.00 - 1 .83
0 1 � 1 .: 20 25 30 35 40 45 50 55 c :; 65 70 75
= ir:_ L. t ,, r 0L. .; ert HGL Embank Reach (ft)
Culvert Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk. Inc. Wednesday. Mar 19 2014
DP13 - CULVERT 8
Invert Elev Dn (ft) = 5201 .41 Calculations
Pipe Length (ft) = 60 . 70 Qmin (cfs) = 2. 90
Slope (% ) = 0 . 51 Qmax (cfs) = 6. 70
Invert Elev Up (ft) = 5201 . 72 Tailwater Elev (ft) = (dc+ D)/2
Rise ( in) = 18 . 0
Shape = Circular Highlighted
Span (in ) = 18 . 0 Qtotal (cfs) = 2. 90
No . Barrels = 1 Qpipe (cfs) = 2. 90
n-Value = 0 .013 Qovertop (cfs) = 0. 00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 2. 14
Culvert Entrance = Groove end w/headwall (C ) Veloc Up (ft/s) = 3. 98
Coeff. K, M , c,Y, k = 0 . 0018 , 2 , 0 . 0292 , 0 . 74 , 0 .2 HGL Dn (ft) = 5202 .48
HGL Up (ft) = 5202 . 37
Embankment Hw Elev (ft) = 5202 . 61
Top Elevation (ft) = 5205 . 00 Hw/D (ft) = 0. 60
Top Width (ft) = 25. 00 Flow Regime = Inlet Control
Crest Width (ft) = 50. 00
Elev (ft) DP13 - CULVERT 8 He. Depth (ft)
5206-00 - - - 4.28
520500 328
5204.00 z7777 : :3
5203.00 1 c
5202.00 _ _-
5201.00 -
5200.00 - -1
0 5 10 15 20 25 30 35 40 45 53 55 _ :: = 30' 65
Circular Culvert HGL Embank
Reach (R)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Friday, Sep 20 2013
Emergency Overflow
Rectangular Highlighted
Bottom Width (ft) = 130 . 00 Depth (ft) = 0 . 05
Total Depth (ft) = 0. 50 Q (cfs) = 3 .702
Area (sqft) = 6 . 50
Invert Elev (ft) = 5194. 00 Velocity (ft/s) = 0 . 57
Slope (%) = 0 . 50 Wetted Perim (ft) = 130 . 10
N-Value = 0 . 025 Crit Depth , Yc (ft) = 0 . 03
Top Width (ft) = 130 . 00
Calculations EGL (ft) = 0 . 06
Compute by: Q vs Depth
No. Increments = 10
Elev (ft) Section Depth (ft)
5195. 00 - 1 .00
5194.75 • - 0.75
5194. 50 - - 0.50
5194.25 •
0.25
v
5194.00 - 0.00
5193.75 - - - -- - - -- -0.25
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Reach (ft)
Depth Q Area Veloc Wp
(ft) (cfs) (soft) (ft/s) (ft)
0.05 3.702 6.500 0.57 130.10
0.10 11.75 13.00 0.90 130.20
0.15 23.09 19.50 1 .18 130.30
0.20 37.28 26.00 1 .43 130.40
0.25 54.05 32.50 1 .66 130.50
0.30 73.20 39.00 1 .88 130.60
0.35 94.60 45.50 2.08 130.70
0.40 118.1 52.00 2.27 130.80
0.45 143.7 58.50 2.46 130.90
0.50 171 .2 65.00 2.63 131.00
Yc TopWidth Energy
(ft) (ft) (ft)
0.03 130.00 0.06
0.07 130.00 0.11
0.10 130.00 0.17
0.14 130.00 0.23
0.18 130.00 0.29
0.22 130.00 0.35
0.26 130.00 0.42
0.30 130.00 0.48
0.34 130.00 0.54
0.38 130.00 0.61
BASELINE
„A..., pc.._,• ,.,=
PROJECT NAME: Liquids Handling Hub DATE. 6118/14
PROJECT NUMBER: PL226
CALCULATED BY: SMB
CHECKED BY NJN
RIPRAP SIZING CALCULATIONS
Culvert d W V d Pd Rock Sire D so T (feet) 1 W AREA AREA
(ft) (ft) (ft/s) (ft) (Design !Figure HS-201 (inches) (THICKNESS( (feet) (feet) REQUIRED PROVIDED
(VELOCITY( (DEPTH( Perometer/ (Figure HS-91 (LENGTH( (WIDTH( Isr) (SY)
DP2 Culvert 4 1.25 5 6.68 i 1.25 9.2 Type L 9 1.5 5 5 2.8 4
DP3 -Culvert 14 2 8 5.28 2 9.6 Type L 9 1.5 8 8 7.1 11
DP4 -Culvert 4 2.5 10 4.87 2.5 10.2 Type L 9 1.5 10 10 11.1 17
DP5 - Culvert 10 2 8 3.98 2 9.0 Type L 9 1.5 8 8 7.1 11
DP9 - Culvert 7 1.5 6 6.35 1.5 9.4 Type L 9 1.5 6 6 4.0 6
Note: 1. Equations per UDFCD Criteria Manual Section 3.4.3.2
Pe = (V2+gd(u2 W=4d
L = 4d T=2xD;;,
Tiptop Type D-,,: (Medran Rock Site- inches)
L 9
M 12
H 18
818 18(min. dimension of grouted boulders)
Table H5-9:Median(050)Sire of District's Riprap/Boulder
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DRAINAGE PLANS 1 1 1
FOR Z ! U
ENCANA OIL & GAS (USA) INC. - -o g
W z b
LIQUIDS HANDLING HUB g
< LU 1.
A PARCEL OF LAND LOCATED IN THE EAST HALF OF SECTION 21,
TOWNSHIP 1 NORTH, RANGE 68 WEST OF THE 6TH P.M.
ok
WELD COUNTY, COLORADO
SHEET 1 OF 2
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