HomeMy WebLinkAbout20160269.tiff BUCKINGHAM TERMINAL
FINAL DRAINAGE REPORT
A PORTION OF THE WEST 1/2 OF SECTION 34, T8N , R59W
OF THE SIXTH PRINCIPAL MERIDIAN
COUNTY OF WELD, STATE OF COLORADO
PREPARED FOR:
Tallgrass Operations, LLC
370 Van Gordon Street
Lakewood , CO 80228
303 . 763.3305
Contact: Cody Wagoner
PREPARED BY :
Olsson Associates
5285 McWhinney Blvd , Suite 160
Loveland , CO 80538
970 . 635.7733
Contact : Josh Erramouspe, PE
August 17 , 2015
Olsson Project No. 015-1975
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ASSOCIATES
Buckingham Terminal Final Drainage Report
Engineer Certification
hereby certify that this Final Drainage report for the Buckingham Terminal was prepared by me
(or under my direct supervision ) in accordance with the provisions of Weld County for the
owners thereof. I understand that Weld County does not and will not assume liability for
drainage facilities designed by others.
Registered Professional Engineer
State of Colorado No . 42141
Ok0LSS0N
ASSOCIATES
Buckingham Terminal Final Drainage Report
Certification of Compliance
Engineering Designed to Weld County Code Standards Criteria
I , Josh Erramouspe, Project Manager for Olsson Associates ("Applicant") understand and
acknowledge that Applicant is seeking land use approval of Buckingham Terminal
("Application") for the property described in Appendix A. I have designed or reviewed the design
("Design") for the proposed land use set forth in the Application . I hereby certify, on behalf of
Applicant that the design will meet all applicable drainage requirement of the Weld County Code
with the exception of variance(s) described below. This certification is not a guarantee or
warranty either expressed or implied .
Registered Professional Engineer
State of Colorado No. 42141
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Buckingham Terminal Final Drainage Report
Table of Contents
1 .0 INTRODUCTION 1
2.0 GENERAL LOCATION AND DESCRIPTION 1
2. 1 Location 1
2.2 Description of Property 1
3.0 PRE-DEVELOPED DRAINAGE 1
3. 1 Major Basin Description 1
3.2 Sub-Basin Description 2
3.2. 1 Pre-Developed Drainage Patterns 2
3.2.2 Offsite Drainage 2
3.2.3 Pre-Developed Flow 2
4.0 DRAINAGE DESIGN CRITERIA 2
4. 1 Regulations 2
4.2 Development Criteria Reference and Constraints 3
4.3 Hydrological Criteria 3
4.4 Hydraulic Criteria 3
5.0 DRAINAGE FACILITY DESIGN 3
5. 1 General Concept 3
5. 1 . 1 Direct Discharge Areas 3
5. 1 .2 Detained Areas 4
5. 1 .3 Allowable and Modeled Releases 4
5.2 Specific Details 5
5.2. 1 Detention Pond 5
5.2.2 Downstream Conveyance System 6
5.2.3 Drainage Facility Maintenance 6
5.2.4 Stormwater Quality Control Measures 6
6.0 CONCLUSIONS 7
6. 1 Compliance with Standards 7
6.2 Drainage Concept 7
7.0 REFERENCES 7
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Buckingham Terminal Final Drainage Report
List of Tables
Table 1 : UDFCD Allowable Release Rates 5
Table 2: Summary: Modeled (Actual) Runoff Rates 5
Table 3: Detention Pond Parameters 6
List of Appendices
Appendix A Maps and Figures
A. 1 Vicinity Map
A.2 Pre-Developed Drainage Plan
A.3 Post-Developed Drainage Plan
A.4 Conveyance Coefficients
A.5 Percent Imperviousness Values
A.6 Runoff Coefficients
A.7 Weld County Intensity-Duration-Frequency Curves
A.8 NRCS Soil Survey Report
Appendix B Hydrologic Computations
B . 1 Pre-Developed Basin Description
B .2 Pre-Developed Time of Concentration
B .3 Pre-Developed Basin Runoff
B .4 Pre-Developed Routed Runoff
B .5 Post-Developed Percent Imperviousness
B .6 Post-Developed Basin Description
B .7 Post-Developed Time of Concentration
B .8 Post-Developed Basin Runoff
B .9 Post-Developed Routed Runoff
Appendix C Hydraulic Computations
CA Detention Pond Volume (FAA Method )
C .2 Detention Pond WQCV
C . 3 Detention Pond Water Surface Elevations
C .4 Restrictor Plate Sizing
C . 5 Detention Pond Outlet Design
C .6 Secondary Containment Volume Calulations
C . 7 Pond Emergency Spillway
C .8 Secondary Containment Controlled Outlet
C . 9 West Drive Inlet to Pond ( 100 Year)
C . 10 East Drive Inlet to Pond ( 100 Year)
C . 11 West Catch Basin to Pond ( 100 Year)
C . 12 Pond Outlet Pipe ( 100 year)
C . 13 East Catch Basin to Ditch ( 100 Year)
C . 14 West Access Road Culvert ( 100 Year)
C . 15 Middle Access Road Culvert ( 100 year)
C . 16 Ease Access Road Culvert ( 100 Year)
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1 .0 INTRODUCTION
Olsson Associates has prepared the following final drainage report in accordance with the Weld
County Code. The report will demonstrate that the proposed Buckingham Terminal Facility
development will provide adequate drainage facilities to mitigate stormwater runoff and protect
downstream properties.
2.0 GENERAL LOCATION AND DESCRIPTION
2. 1 Location
The proposed project is located within the southwest quarter of Section 34, in Township 8 north,
Range 59 west of the Sixth Principal Meridian . Specifically, the site is located in Weld County,
borders the east side of Weld County Road 115, the north edge of Weld County Road 86, and
the southwest side of Colorado Highway 14 .
2.2 Description of Property
The proposed lot (Lot B) for the Oil Terminal consists of 62. 171 Acres located in Weld County
on the southwest side of Colorado Highway 14. The lot north of the site (Lot A) has already
been designed to be developed and drain to a detention pond in accordance with Weld County
Code. The drainage design and UET Midstream Buckingham Facility Final Drainage Report
were prepared by Permontes Group February 2015 and was referenced for the drainage
analysis. There is also a meter station in the southeast corner of Lot B with an access road tying
into Weld County Road 86. All landscape that has not been developed is vegetated in a mixture
of grasses and a few small shrubs. The existing topography slopes away from a ridge that
meanders from west to east across the middle of the site. This ridge causes water to either
drain to the southeast corner of the site along Weld County Road 86 or the east alongside
Colorado Highway 14 and also provides a barrier that keeps offsite flows from flowing through
the proposed developed area. Along the sides of each road there is a small drainage way which
eventually routes the current pre-developed stormwater flow to the southeast corner of the site.
The site generally drains towards this drainage way, across average slopes of 0.4% to 4% . Soils
in this area consist of approximately 63% fine sandy loam soil and 37% plainer loam . Since the
majority of the soils are fine sandy loam we classified the site soil as hydrologic soil groups 'B' .
Additional information concerning the site soil conditions may be found in the Revised
Geotechnical Engineering Report for Buckingham Meter Station northwest of County Road 86
and State Highway 14 prepared by Terracon Consultants, dated July 7, 2014 Project
#21145002.
3.0 PRE-DEVELOPED DRAINAGE
3. 1 Major Basin Description
According to the Weld County's mapping the project site is located alongside Colorado Highway
14 which provides a roadside drainage way that serves as an outlet for the runoff from the
existing site. The runoff eventually drains into South Pawnee Creek. It is expected that the
roadside drainage ways will continue to serve as the main drainage outlet for the proposed
design . The proposed development is included on FEMA Flood Map Panel 0802660575C,
which is not printed. Since there has been no known history of flooding in the area and the
impacts of the development of the site do not contribute to flooding concerns downstream of the
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property it is anticipated that development of the Buckingham Terminal in accordance with the
enclosed drainage plans will not adversely impact downstream infrastructure.
3.2 Sub-Basin Description
3 . 2 . 1 Pre-Developed Drainage Patterns
Historically the site drains to two separate locations before ultimately draining south along
Colorado Highway 14 toward South Pawnee Creek. The northern sub-basin , Basin H1 , and flow
from Lot A (Basin OS-1 ) drain to a roadside drainage way on the east side of the property which
eventually drains south along Colorado Highway 14. Using the Drainage report prepared for Lot
A the runoff was determined to be approximately 3.4 cfs and 17.4 cfs for the 5-Year and 100-
Year storms, respectively. The remaining land on the property representing Basin H2
contributes runoff to the south side of the property which also gradually flows east along Weld
County Road 86 toward Colorado Highway 14. Basin H2 does include a developed meter
station and access road but the development has been designed to account for drainage and
offers a Water Quality Capture Volume of 673 ft3 to mitigate runoff. The site's existing runoff
travels overland in sheet flow for extended distances before being collected by the existing
roadside drainage ways that ultimately run southeast alongside Colorado Highway 14 and
eventually discharge into South Pawnee Creek. A pre and post developed drainage map
detailing drainage basins and patterns can be found in Appendix A.
3 . 2 . 2 Uftsite Drainage
The highest elevation for the proposed design area is located just north of the site and the
topography generally slopes southeast to the Colorado Highway 14 ROW . This means, the site
does take on some runoff from land north of the site. However, because of the ridge that divides
the northern and southern sections of the site runoff from the small offsite area travels quickly
east across the northern end of the site and into the Colorado Highway 14 ROW and does not
impact future development on Lot B .
3 .2 . 3 Pre-Uevelopeu i=1ov_
In order to ensure that the additional runoff from the proposed design does not overwhelm the
roadside drainage way bordering Colorado Highway 14 and South Pawnee Creek, post-
developed 5-Year and 100-Year runoff needs to be released into the existing ditch and grass
swale at rate no greater than the pre-developed 5-Year and 100-Year runoff rate of the existing
property. The Rational Method was utilized to determine the peak runoff flows for various return
flows from the existing site. Pre-developed Rates and Urban Drainage Allowable Release Rates
can be found in Appendix B.
4.0 DRAINAGE DESiGN CRITERIA
4. 1 Regulations
The final design of the proposed drainage facilities was completed in accordance with the
criteria presented in the Weld County Engineering and Construction Criteria manual (Weld
County Department of Public Works, August 2012) and the Urban Storm Drainage Design and
Technical Criteria Manual. Currently the design meets all standards set by the county and there
is no need for a variance request.
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4.2 Development Criteria Reference and Constraints
The layout for the development does not include much change in landscape, most of which
being construction of packed gravel road Truck skids. As a result a small detention pond is
recommended to mitigate flows from the developed area. It is anticipated that the runoff from
the developed land will be conveyed to the pond on the south end of the property before being
released into the roadside drainage way along Colorado Highway 14 . The drainage patterns of
the land not developed will not be altered to route flow to the detention pond and pre-developed
runoff will discharge directly into the roadside drainage ways
43 Hydrological rriteri
According to Weld County Code the detention pond has been designed to accommodate flows
from the Water Quality Capture Volume, the 5-year minor storm event, 100-year major storm
event, and provide at least 1 -foot of freeboard above the 100-year water surface elevation . The
pond contains an outlet structure that will facilitate water quality with a perforated plate, the 5-
year release rate with an orifice, and 100-year release rates with an outlet pipe and restrictor
plate. The pond also has a 15.75 feet wide emergency overflow spillway on the southeast
corner of the pond , 2.07 feet below the top of berm , to allow stromwater above the 100-year
strom event to exit the pond and flow safely to WCR 86 ROW without overtopping the pond
berm . All pipes conveying runoff to and from the detention pond have been sized for the 10-year
event with no surcharge and 100 year event with minor surcharge. The Weld County Intensity-
Duration-Frequency curves were used to obtain rainfall used for each storm specified . Because
the site is less than 160 acres, the Rational Method was used to calculate developed
stormwater runoff. The detention pond was sized using the FAA Method procedure provided in
Urban Drainage Volume 2. Weld County allows detained stormwater to be released at historic
rates, which is calculated at 0. 13cfs/ac for 5-year storm event and 0.85cfs/ac for the 100-year
storm .
4.4 Hydraulic Criteria
The storm water detention pond was designed to capture and convey the minor event and major
event while also providing storage for water quality purposes. The discharge used to size and
design the detention pond was based on the analysis of flows from the basins. The detention
storage volume requirement was calculated using the Rational-Modified FAA method including
the water quality capture (WQCV).
In general , stormwater quality will be mitigated on-site during construction with the use of silt
fencing , vehicle tracking devices, inlet / outlet protection devices, and other best management
practices as needed . Long-term water quality will also be provided by dedicating a 40-hour
water quality capture volume within the pond .
5.0 DRAINAGE FACILI I Y DESIGN
5. 1 General Concept
5. 1 . 1 Direct Discharge Areas
After analysis of the post-developed design we have determined there are a few Basins, EX- 1
though EX-4, OS- 1 , and D-2 that will be directly discharged into the roadside drainage ways.
The proposed drainage patterns for these basins have been determined by the layout and
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grading of the site. Overall , the runoff in these basins will be nearly identical to the historic flow
path and magnitude so no detention is needed for these areas.
Basins OS- 1 and EX- 1 will flow east toward Colorado Highway 14 ROW just as in the pre-
developed condition . Basins EX-2, EX-3, and EX-4 will also be directly discharged into the WCR
86 roadside ROW without detention as no development occurred on this land .
Basin D-2 also discharges directly from the site but not at pre-developed rates. The basin
includes some development but is located in such a location that it cannot be drained to the
detention pond located in Basin D- 1 . In order for the basin to directly discharge into the roadside
ditch the pond release rate must be modified so that the undetained runoff from D-2 and pond
release rate are equivalent to the allowable release rates set by Urban Drainage.
Basin D-2 also includes secondary containment berms for oil tanks, water pumps, and tank
facilities. The secondary containment consists of 6" of clean sand over HDPE liner which holds
rainfall and ultimately reduces the runoff during storm events. The berm provides approximately
7,322 cy of storage volume and contains a 24,000 bbl tank, which equates to 4,990 cy. The
secondary containment volume must be sized for 125% of the volume of the largest tank plus
the 25-year, 24-hour storm event. Since the 25-year, 24-hour storm event produces a volume of
330 cy the total required retention is 6, 568 cy which is well under the provided retention volume
of 6,939 cy. Stromwater collects within the earthen berm during storm events, and then using a
manually controlled 12" valve can be discharged into the existing drainage way just west of the
meter station once the detention pond has drained . It should be noted that the stormwater
collected in the berms must be tested for pollutants and contaminants before being discharged .
If the water is deemed contaminated, it is required to be hauled off site to an appropriate
disposal facility. In order for the basin to directly discharge the pond release rate must be
modified so that the undetained runoff from D-2 and pond release rate are equivalent to the
allowable release rates set by Urban Drainage. A complete breakdown of the pre and post
developed flows can be found in Appendix B .
5 . 1 .2 Detained Areas
Although the majority of runoff from Lot B can be directly discharged into the drainage ways
there is also a need for detention to mitigate developed flows. Basin D1 is developed and
therefore runoff must be routed to a small detention pond to mitigate the developed runoff. From
the detention pond the discharge will be released to the existing roadside drainage way
alongside Weld County Road 861/2 so that the combination of flow going directly into the
drainage way and the detention discharges does not exceed the determined pre-development
runoff rates. Type L riprap has been provided at the pond outlet to disperse flow and prevent
erosion before it reaches public ROW. Once entering the roadside drainage way the stormwater
will be conveyed to the South Pawnee Creek as it has been is pre-developed conditions.
5. 1 . 3 Allowable and Modeled Releases
Detention was sized using the Rational Formula-based FAA Method procedure provided in
Urban Drainage Volume 2. Weld County allows stromwater to be released at historic rates as
displayed in Table 1 below.
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Table 1 : UDFCD Allowable Release Rates
Name Storm Area Allowable Unit Allowable Undetained *Pond Release
Event (Acres) Release Rate Release Rate (cfs) Rate (cfs)
(cfs/ac) (cfs)
D-1 5-Year 11 .66 0 . 13 1 . 52 1 . 37 0 . 15
and 100-Year 11 .66 0 . 85 10 .00 7. 34 2.66
D-2
*Pond Release Rate = Allowable Release Rate — Undetained Flow
Actual runoff rates from the site for both the 5-year and 100-year storm event are given below in
Table 2.
Table 2: Summary: Modeled (Actual) Runoff Rates
Name Historic Runoff Rate (cfs) Name Developed Runoff Rate (cfs)
Area (ac) 5-year 100-year Area (ac) 5-year 100-year
OS-1 , H-1 40.89 12.8 89. 1 OS- 1 , EX-1 39.20 11 .6 82.2
H-2 30.68 8.4 66. 1 D-1 , D-2, *28.45 7.7 56.5
EX-2, EX-3,
EX-4
Routed 71 .57 17.7 129.0 *67.67 16. 1 122.3
Runoff
Total
*Area does not include secondary containment for tanks as water is contained on site
until manually discharged or hauled off site by other means after storm event has
passed .
5.2 Specific Details
5.2. 1 Detention Pond
To mitigate flows from the developed areas a detention pond will be utilized . The detention
Pond is to be located in Basin D- 1 between the developed access roads branching from WCR
86. The detention pond has been sized using the FAA method and includes and outlet structure
to reduce flows to the release rates determined in Table 3. A complete breakdown of the pond
design can be found in Appendix C.
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Table 3: Detention Pond Parameters
Parameter Unit Value _
5 Year Inflow cfs 5.43 _
5 Year Discharge cfs 0. 15 _
100 Year Inflow cfs 17. 15 _
100 Year Discharge cfs 2 .66
WQCV ft3 3,746 _
5 Year Volume ft3 9,593
5 Year Volume + WQCV ft3 13,339
100 Year Volume , ft3 16,933
100 Year Volume + WQCV ft3 20,679 _
Outlet Invert ft 4,923.5
WQCV Surface Elevation ft 4,925.30
5 Year Volume + WQCV Surface Elevation ft 4,926.43
100 Year Volume + WQCV Surface Elevation ft 4,927.03 _
Emergency Spillway Elevation ft 4,927.03
Top of Pond Elevation ft 4929. 10
5.2 .2 Downstream Conveyance System
Historically, flows left the site as sheet flow, directed to the east onto highway 14 ROW and
south onto Weld County Road ROW. The developed site will release detained runoff at below
historic rates as a point of discharge. Type L riprap has been provided to disperse the flow and
prevent erosion before it reaches the public ROW.
5.2 . 3 Drainage Facility Maintenance
The property owner will be responsible for regular maintenance and repairs of the drainage
facilities including the collection and removal of silt and debris from inlets, swales, structures
and the detention pond. Other operation maintenance may include proper maintenance of
grasses in the detention area such as mowing , watering , and replanting when necessary to
prevent erosion and maintain stabilized soils. All storm facilities designed here-in are private.
Additional maintenance will be required for the secondary containment area. Regular
maintenance will include silt and debris removal from the pipe inlet area, pump maintenance,
and replacement of sand if contaminants cannot be removed and replaced of HDPE liner if torn
or damaged .
5. 2 .4 Stormwater O!.wality Control Measures
Post-development storm water quality will be controlled by the inclusion of water quality orifices
in the proposed detention pond and riprap at the pond release location . Water quality volume
calculations and orifice sizing were preformed utilizing the standard forms designed by the
Urban Drainage and Flood Control District.
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Additional quality control measures for the secondary containment area include testing of
captured stromwater contaminants before manual release and an HDPE liner to prevent
possible soil and groundwater contamination .
6.0 CONCLUSIONS
6.1 Compliance with Standards
The drainage design and report are within compliance with the Weld County Code and the
U rban Storm Drainage Criteria Manual .
6.2 Drainage Concept
Overall, the design of the structures used to convey the runoff from the proposed development
will control major and minor storm events effectively. The proposed stormwater system will
capture the increased runoff from the site and route the storm flows to the detention pond. The
detention pond will attenuate the developed flows and release them at an allowable rate to the
roadside drainage way. The existing drainage system will convey the flow southeast to South
Pawnee Creek. No offsite drainage improvements are necessary, since it is not anticipated that
downstream infrastructure will be adversely impacted .
7.0 REFERENCES
Weld County Engineering and Construction Criteria (Weld County Department of Public Works,
August 2012)
Web Soil Survey 2.0, National Cooperative Soil Survey, Weld County, Colorado, Northern Part
U nited States Department of Agriculture, Natural Resources Conservation Service
http://websoilsurvey. nrcs. usda.gov
U rban Storm Drainage Criteria Manual (USDCM ), Volumes 1 and 2, published by the Urban
Drainage and Flood Control District, Denver, Colorado, June 2001 , Revised April 2008
U rban Storm Drainage Criteria Manual (USDCM ), Volumes 3, published by the Urban Drainage
and Flood Control District, Denver, Colorado, November 2010
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APPENDIX A
MAPS AND FIGURES
OLSSON ®
ASSOCIATES
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\ \ 100- YR RUNOFF COEFFICIENT m
\ � >
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NOTE
I 1 / I \ \ \\ /A\
5' 1 \ 100- YR PEAK RUNOFF ( CFS ) THIS DOCUMENT HAS BEEN
H
N . \\ `` \ DESIGN POINT DESIGNATION AssOCIATESONLYRELEASED BY sON
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t --- ` - BY REGULATORY AGENCIES AND
- , -- ---[[[4935- -. \ SUBJECT TOTHER O CHANGE. THIS ESSIONALS, ND IS
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/ / . ` \\ OLSSON ASSOCIATES ASSUMES
/ - - \ BAS \ � LVLL PL9 \ OTT TOTALS
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NO RESPONSIBILITY FOR
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I
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\ \ AVAILABLE INFORMATION. IT IS
II OS- 1 \ HOWEVER THE RESPONSIBILITY
\ 9 40 020 i \ 0S- 1 9 . 40 3 . 40 17 . 40 OF THE CONTRACTOR TO FIELD
\ 0.44 1 N VERIFY THE LOCATION OF ALL
V �A . UTILITIES PRIOR TO THE
\ I \ . \ EX- 1 29 . 80 8 . 20 64. 80 COMMENCEMENT OF ANY
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1 D- 2 * 2. 93 37 7 . 34 Call before you dig.
CALL $11 SEVENTY-TWO HOURS
/ I � 3.4 PRIOR TO DIGGING, GRADING OR
I I 17.4 \ EXCAVATING FOR THE MARKING OF
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LCDX 10.7 P p p X p p '' p p p X p X p P - PXP P N X v r P --- T P P drawn by: MH
o C D checked by: JE
(n O approved by: JE
N
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QA/QC by: JE
,� project no.: 015-1975
2 c drawing no.: C_PRDRN_51975.DWG
Cn
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ate: 8/17/2015
L SHEET
C3 I-
A . 3
OO
Type of Land Surface Conveyance Coefficient, C,.
Heavy meadow 2.5
Tillage/field 5
Short pasture and lawns 7
Nearly bare ground 10
Grassed waterway 15
Paved areas and shallow paved swales 20
EXHIBIT A.4 525 Suite 160 hinney Boulevard
015- 1975 Ok0LSS0N
Conveyance Coefficient TEL 1970.311.77338
ASSOCIATES
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.
EXHIBIT A. 5 Suite5 c hinney Boulevard
015- 1975 OkOLSSONO Loveland. CO 80538
% Imperviousness Values ASSOCIATES TEL 970.431.7733
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 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 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
5285 McWhinney Boulevard
015- 1975 EXHIBIT A.6 Suite 10
OkOLSSONO Loveland, CO 80538
Runoff Coefficients ASSOCIATES TEL 970.431.7733
INTENSITY-DURATION CURVE DEVELOPMENT
I. One-hr Precipitation Values for Section 14, T2N, R68W
Return Period 2 5 10 100
(Years)
*Depth (Inches) 0.95 1 .37 1 .64 2.68
*From NOAA Atlas 2, Vol. III, Colorado 1973
2-Year 5-Year 10-Year 100-Year
Duration Duration Depth Intensity Depth Intensity Depth tensity Depth Intensity
(min) Factor (in) (in/hour) (in) (in/hour) (in) (in/hou -) in) (in/hour)
5 0.29 0.276 3.306 0.397 4.77 0.476 5.71 0.777 9.32
10 0.45 0.428 2.565 0.617 3.70 0.738 4.43 1 .206 7.24
15 0.57 0.542 2. 166 0.781 3. 12 0.935 3.74 1 .528 6. 11
30 0.79 0.751 1 .501 1 .082 2. 16 1 .296 2.59 2. 117 4.22
60 1 .00 0.950 0.950 1 .370 1 .37 1 .64O 1 .64 2.680 2.68
INTENSITY-DURATION-FREQUENCY CURVES
10
9
8 2-Year
i 7 5-Year
t
E 6 10-Year
5 100-Year
c 4
m \`
c 3
--
2
1
0
0 10 20 30 40 50 60 70
Duration (minutes)
Exhibit A. 7 52Sui5 te 160
hinney Boulevard
015- 1975 Su
OLSSON O ite nd, CO 80538
D F Curves ASSOCIATES TEL 970.431.7733
USDA United States A product of the National Custom Soil Resource
a Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
\ RCS States Department of
Agriculture and other VVe I d C o u n ty ,
eete
Natural agencies including the Colorado Northern
Resources Agricultural Experiment '
Conservation Stations, and local
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Soil Map
The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
7
Custom Soil Resource Report
N Soil Map
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Meters 81
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Map projection: Web Mercator Comer coordinates: WG584 Edge tics: UTM Zone 13N WG584
8
Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest (AOl) -# Spoil Area The soil surveys that comprise your AOI were mapped at 1 :24,000.
Area of Interest (AOl) > Stony Spot
Soils Warning: Soil Map may not be valid at this scale.
;',• Very Stony Spot
Soil Map Unit Polygons
Wet Spot Enlargement of maps beyond the scale of mapping can cause
:... Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil line
Other
p Soil Map Unit Points placement. The maps do not show the small areas of contrasting
Special Line Features soils that could have been shown at a more detailed scale.
Special Point Features
V Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
C4 Borrow Pit measurements.
Transportation
X Clay Spot
Rails Source of Map: Natural Resources Conservation Service
Closed Depression ti Interstate Highways Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
X Gravel Pit US Routes Coordinate System: Web Mercator (EPSG:3857)
;. Gravelly Spot Major Roads Maps from the Web Soil Survey are based on the Web Mercator
Landfill Local Roads projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Lava Flow Background Albers equal-area conic projection, should be used if more accurate
4k, Marsh or swamp - Aerial Photography calculations of distance or area are required.
ft Mine or Quarry This product is generated from the USDA-NRCS certified data as of
® Miscellaneous Water the version date(s) listed below.
O Perennial Water
Soil Survey Area: Weld County, Colorado, Northern Part
v Rock Outcrop Survey Area Data: Version 10, Sep 23, 2014
+ Saline Spot
Soil map units are labeled (as space allows) for map scales 1 :50,000
•.• Sandy Spot or larger.
• •
o Severely Eroded Spot
Date(s) aerial images were photographed: Sep 30, 2010-Aug
® Sinkhole 30, 2011
Slide or Slip
The orthophoto or other base map on which the soil lines were
0o Sodic Spot compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
9
Custom Soil Resource Report
Map Unit Legend
Weld County, Colorado, Northern Part (CO617)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
44 Olney fine sandy loam, 0 to 6 26.2 33.7%
percent slopes
45 Olney fine sandy loam, 6 to 9 22.7 29.1 %
percent slopes
54 Platner loam, 0 to 3 percent 28.9 37. 1 %
slopes
Totals for Area of Interest 77.8 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting , or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting , or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used .
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each . A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
10
Custom Soil Resource Report
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation . Rock outcrop is an example.
11
Custom Soil Resource Report
Weld County, Colorado, Northern Part
44—Olney fine sandy loam, 0 to 6 percent slopes
Map Unit Setting
National map unit symbol: 35zy
Elevation: 3,500 to 5,800 feet
Mean annual precipitation: 11 to 15 inches
Mean annual air temperature: 46 to 54 degrees F
Frost-free period: 125 to 175 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Olney and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Olney
Setting
Landform: Plains
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Calcareous loamy alluvium
Typical profile
H1 - 0 to 6 inches: fine sandy loam
H2 - 6 to 18 inches: sandy clay loam
H3 - 18 to 60 inches: sandy loam
H4 - 60 to 64 inches: sandy loam
Properties and qualities
Slope: 0 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 15 percent
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water storage in profile: Moderate (about 8. 1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4c
Hydrologic Soil Group: B
Ecological site: Loamy Plains (R067BY002CO)
Minor Components
Stoneham
Percent of map unit: 9 percent
12
Custom Soil Resource Report
Ascalon
Percent of map unit 6 percent
45—Olney fine sandy loam, 6 to 9 percent slopes
Map Unit Setting
National map unit symbol: 35zz
Elevation: 3,500 to 5,800 feet
Mean annual precipitation: 11 to 15 inches
Mean annual air temperature: 46 to 54 degrees F
Frost-free period: 125 to 175 days
Farmland classification: Not prime farmland
Map Unit Composition
Olney and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Olney
Setting
Landform: Plains
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Calcareous loamy alluvium
Typical profile
H1 - 0 to 6 inches: fine sandy loam
H2 - 6 to 18 inches: sandy clay loam
H3 - 18 to 60 inches: sandy loam
H4 - 60 to 64 inches: sandy loam
Properties and qualities
Slope: 6 to 9 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 15 percent
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water storage in profile: Moderate (about 8. 1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: B
13
Custom Soil Resource Report
Ecological site: Loamy Plains (R067BY002CO)
Minor Components
Stoneham
Percent of map unit: 5 percent
Vona
Percent of map unit: 5 percent
Ascalon
Percent of map unit: 5 percent
54—Platner loam, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 211n0
Elevation: 4,000 to 4,930 feet
Mean annual precipitation: 14 to 17 inches
Mean annual air temperature: 46 to 50 degrees F
Frost-free period: 135 to 160 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Platner and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Platner
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Mixed eolian deposits over tertiary aged alluvium derived from
igneous, metamorphic and sedimentary rock
Typical profile
Ap - 0 to 6 inches: loam
Bt1 - 6 to 11 inches: clay
Bt2 - 11 to 20 inches: clay
Bk1 - 20 to 27 inches: loam
Bk2 - 27 to 37 inches: sandy clay loam
C - 37 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
14
Custom Soil Resource Report
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 15 percent
Salinity, maximum in profile: Nonsaline (0.0 to 1 .0 mmhos/cm)
Available water storage in profile: Moderate (about 8. 1 inches)
Interpretive groups
Land capability classification (irrigated): 3s
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: C
Ecological site: Loamy Plains (R067BY002CO)
Minor Components
Ascalon
Percent of map unit 10 percent
Landform: lnterfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: Loamy Plains (R067BY002CO)
Rago, rarely flooded
Percent of map unit 4 percent
Landform: Drainageways
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Base slope, head slope
Down-slope shape: Linear
Across-slope shape: Concave
Ecological site: Overflow (R067BY036CO)
Rago, ponded
Percent of map unit: 1 percent
Landform: Playas
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Concave
Across-slope shape: Concave
Ecological site: Plains Swale (R067BY010CO)
15
References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing . 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard 02487-00.
Cowardin, L.M . , V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U .S. Fish and Wildlife Service
FWS/OBS-79/31 .
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W. , and L. M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council . 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual . Soil Conservation Service. U .S.
Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U .S. Department of Agriculture Handbook 436. http://www.nrcs.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition . U .S. Department of
Agriculture, Natural Resources Conservation Service. http://www.nrcs.usda.gov/wps/
portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W. , Jr. 1985. Wetlands of Delaware. U .S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section .
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1 .
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
16
Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI . http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean , and the Pacific Basin. U .S. Department of Agriculture Handbook 296.
http://www.nres. usda.gov/wps/portal/nres/detail/national/soils/?
cid=nrcs142p2_053624
142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961 . Land
capability classification. U .S. Department of Agriculture Handbook 210. http://
www.nres.usda.gov/Internet/FSE_DOCUMENTS/nres142p2_052290.pdf
17
APPENDIX B
HYDROLOGIC COMPUTATIONS
O?' OLSSON <R;
ASSOCIATES
Basin Description (Pre-Developed)
Basin Runoff Coefficient* Overland Flow Gutter Flow
1 2 Weighted Total
Number Area Description %Imp C5 C100 L1 S1 L2 S2 Cv V2 Slope Length
(acres) (ft) (0/0) (ft) (%) (f/s) (%)
Developed
OS-1 9.40 Developed Lot 19% 0.20 0.44 0.0 0.0 0.0 0.0 0.0 0.0 NA NA
H1 31 .49 Grass 2% 0.09 0.36 300.0 1 .9 1050.0 1 .5 15.0 1 .8 1 .6 1350
H2 30.68 Grass + Meter Station 2% 0.09 0.36 300.0 1 .0 1240.0 1 .5 15.0 1 .8 1 .4 1540
*The runoff coefficients will be based on Type B soil.
Time of Concentration Calculations (Pre-Developed)
OVERLAND FLOW GUTTER FLOW 1 TOTAL
BASIN L1 S1 CS Ti 10+(L/180) L 2 V T2 Tc
(ft) (%) (min) (min) (ft) (f/s) (min) (min)
Developed
OS- 1 0.26 NA 10.0 NA
H1 300.0 1 .9 0. 16 5.2 11 .7 1 ,050.0 1 .8 9.5 14.7
H2 300.0 1 .0 0. 16 6.4 11 .7 1 ,240.0 1 .8 11 .2 17.7
Initial Flow Time. The initial or overland flow time, t,, may be calculated using equation RO-3:
t - 0.395(1 . 1 — C 5 )ff,- (RO-3)
Sr0.33
in which:
t; = initial or overland flow time (minutes)
C5 = runoff coefficient for 5-year frequency (from Table RO-5)
L = length of overland flow (500 ft maximum for non-urban land uses, 300 ft maximum for urban
land uses)
S = average basin slope (ft/ft)
06/2001
Urban Drainage and Flood Control District
Stormwater Runoff Analysis (Pre-Developed)
Basin Characteristics Intensities Sub-basin Runoff
AREA C5 C100 Tc* 15 1100 Q Q
Type
Basin 5-yr 100-yr
(acres) (min) (in/hr) (in/hr) (cfs) (cfs)
,
OS-1 Developed Lot 9.40 0.20 0.44 NA NA NA 3.4 17.4
H1 Grass 31 .49 0.09 0.36 14.7 3. 17 6.22 9.0 70.5
H2 Grass + Meter Station 30.68 0.09 0.36 17.7 2.97 5.81 8.2 64.2
* If time of concentration was less than 5 minutes, 5 minutes was used .
Routed Stormwater Runoff (Pre-Developed)
Basin Characteristics Intensities Total Runoff
CONTRIBUTING WEIGHTED WEIGHTED Tc* 15 1100 Q Q
Type AREA C5 C100
Design Basin(s) 5-yr 100-yr
Point (acres) (min (in/hr) (in/hr) (cfs; (cfs)
A OS-1 Commercial 9.40 0.20 0.44 NA NA NA 3.4 17.4
B OS-1 + H1 Commercial 40.89 0. 12 0.38 14.7 3. 17 6.22 12.4 87.9
C OS-1 + H1 + H2 Commercial 71 .57 0.08 0.31 17.7 2.97 5.81 17.7 129.0
* If time of concentration was less than 5 minutes, 5 minutes was used.
SQUARE FEET
Grass Pavement Gravel
Basin Subbasin 2% Rooftop 90% 100% 40% TOTALS % Impervious
PROPOSED 2,313,603 32,791 0 160,380 2,506,774 6%
OS-1 NA NA NA NA 409,498 19%
EX-1 1 ,298, 180 0 0 01 ,298, 180 2%
EX-2 211 ,689 0 0 0 211 ,689 2%
EX-3 235,726 0 0 10,354 246,080 4%
EX-4 446, 174 0 0 4,279 450,453 2%
D-1 28,309 30,007 0 145,747 204,063 42%
D-2 93,525 2,784 0 31 ,352 127,661 13%
ACRES
Grass Pavement Gravel
Basin Subbasin 2% Rooftop 90% 100% 40% TOTALS % Impervious
i
PROPOSED 53. 113 0.753 0.000 1 .682 57.548 ' 6%
OS-1 NA NA NA NA NA I 19 Y0
EX-1 29.802 0.000 0.000 0.000 29.802 2%
EX-2 4.860 0.000 0.000 0.000 4.860 2%
EX-3 5.412 0.000 0.000 0.238 5.649 4%
EX-4 10.243 0.000 0.000 0.098 10.341 2%
D-1 0.650 0.689 0.000 3.346 4.685 42%
D-2 2. 147 0.064 0.000 0.720 2.931 13%
Basin Description (Post-Developed)
Basin Runoff Coefficient* Overland Flow Gutter Flow
1 2 Weighted Total
Number Area Description %Imp C5 C10 C100 L1 S1 L2 S2 Cv V2 Slope Length
(acres) (ft) (%) (ft) (%) (f/s) (%)
Developed
OS-1 9.40 Developed Lot 19% 0.20 0.27 0.44 0.0 0.0 0.0 0.0 0.0 0.0 NA NA
EX-1 29.80 Grass 2% 0.09 0. 16 0.36 300.0 1 .9 1000.0 1 .0 15.0 1 .5 1 .2 1300
EX-2 4.86 Grass 2% 0.09 0. 16 0.36 300.0 0.5 540.0 1 .0 15.0 1 .5 0.8 840
EX-3 5.65 Grass 4% 0. 10 0.17 0.37 300.0 2.0 750.0 2.0 15.0 2.1 2.0 1050
EX-4 10.34 Meter Station 2% 0.09 0. 16 0.36 300.0 2.0 750.0 2.0 15.0 2.1 2.0 1050
D-1 4.68 Truck Offload Skids 42% 0.31 0.37 0.50 300.0 0.5 350.0 1 .0 20.0 2.0 0.7 650
D-2 2.93 Tanks 13% 0. 15 0.26 0.41 300.0 0.5 700.0 1 .3 15.0 1 .7 1 .0 1000
*The runoff coefficients will be based on Type B soil.
Time of Concentration Calculations (Post-Developed)
OVERLAND FLOW GUTTER FLOW 1 TOTAL
BASIN L1 S1 C5 Ti 10+(L/180) L 2 V T2 Tc
(ft) (%) (min) (min) (ft) (f/s) (min) (min)
,
Developed
OS- 1 - - 0.20 NA 10.0 - - - NA
EX- 1 300.0 1 .9 0.09 5.6 11 .7 1 ,000.0 1 .5 11 . 1 16.7
EX-2 300.0 0.5 0.09 8.7 11 .7 540.0 1 .5 6.0 14.7
EX-3 300.0 2.0 0. 10 5.4 11 .7 750.0 2. 1 5.9 11 .3
EX-4 300.0 2.0 0.09 5.5 11 .7 750.0 2. 1 5.9 11 .4
D- 1 300.0 0.5 0.31 6.8 11 .7 350.0 2.0 . 2.9 9.7
D-2 300.0 0.5 0. 15 8.2 11 .7 700.0 1 .7 6.8 15.0
Initial Flow Time. The initial or overland flow time, c;, may be calculated using equation RO-3:
t 0.3 9 5(1 . 1 - C �5 ) (RO-3)
1 - 50.33
in which:
t; = initial or overland flow time (minutes)
C5 = runoff coefficient for 5-year frequency (from Table RO-5)
L = length of overland flow (500 ft maximum for non-urban land uses, 300 ft maximum for urban
land uses)
S = average basin slope (ft/ft)
06/2001
Urban Drainage and Flood Control District
Stormwater Runoff Analysis (Post-Developed)
Basin Characteristics Intensities Sub-basin Runoff
AREA C5 010 C100 Tc* 15 110 1100 Q Q Q
Type
Basin 5-yr 10-yr 100-yr
;acres) (min) yin/hr; (in/hr) (in/hr) (cfs; (cfs) (cfs)
OS-1 Developed Lot 9.40 0.20 0.27 0.44 NA NA NA NA 3.4 5.8 17.4
EX-1 Grass 29.80 0.09 0. 16 0.36 16.7 3.05 3.65 6.04 8.2 17.4 64.8
EX-2 Grass 4.86 0.09 0. 16 0.36 14.7 3. 15 3.76 6. 13 1 .4 2.9 10.7
EX-3 Grass 5.65 0. 10 0. 17 0.37 11 .3 3.58 4.35 7. 11 2.0 4.2 14.9
EX-4 Meter Station 10.34 0.09 0. 16 0.36 11 .4 3.55 4.32 7.09 3.3 7. 1 26.4
D-1 Truck Offload Skids 4.68 0.31 0.37 0.50 9.7 3.72 4.46 7.29 5.4 7.7 17. 1
D-2 Tanks 2.93 0. 15 0.26 0.41 15.0 3. 12 3.70 6. 11 1 .37 2.82 7.34
* If time of concentration was less than 5 minutes, 5 minutes was used.
Routed Stormwater Runoff (Post-Developed)
Basin Characteristics Intensities Total Runoff
CONTRIBUTING WEIGHTED WEIGHTED Tc* 15 1100 O Q
Type AREA C5 C100
Design Basin(s) 5-yr 100-yr
Point (acres) (in/hr) in/hr) (cfs) ;cfs;
A OS-1 Commercial 9.40 0.20 0.44 NA NA NA 3.4 17.4
B OS-1 + EX-1 Commercial 39.20 0.12 0.38 16.7 3.05 6.04 11 .6 82.2
C EX-2 Commercial 4.86 0.09 0.36 14.7 3. 15 6.13 '1 .4 10.7
D EX-2 + Pond Discharge Commercial 9.54 0.09 0.36 9.7 3.72 7.29 1 .8 '15.5
E EX-2 + EX-3 + Pond Discharge + D-2 Commercial 18.12 0.11 0.38 14.7 3.15 6.13 4.7 33.7
F OS-1 + EX-1 + EX-2 + EX-3 + EX-4 + Pond Discharge + D-2 Commercial 67.67 0.08 0.31 14.7 3.15 6.13 16.1 122.3
APPENDIX C
HYDRAULIC COMPUTATIONS
O?' OLSSON <R;
ASSOCIATES
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Buckingham Terminal
Basin ID: D-1
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method
Design Information (Input): Design Information (Input):
Catchment Drainage Imperviousness „* 42.00 percent Catchment Drainage Imperviousness ,= I 42.00 percent
Catchment Drainage Area A= 4.820 acres Catchment Drainage Area A= 4.820 acres
Predevelopment NRCS Soil Group Type = B A,B,C,or D redet%lopment NRCS Soil Group Type= B A,B,C,or D
Return Period for Detention Control T= 5 years(21.,25,50,or 100) Return Period for Detention Control t= 100 years(2,5, 10.25,50,or 100
Time of Concentration of Watershed Tc = 10 minutes oheicentration of Watershed Tc= 10 minutes
Allowable Wit Release Rate a= 0.03 cfs/acre AlleiAAI$lrelease Rate 1= 0.55 cfs/acre
One-hour Precipitation P, = 1.37 inches One-hour Precipitation P, = 2.68 inches
Design Rainfall IDF Formula i=C1"P1/(C2+TJ"C, Design Rainfall IDF Formula i=C,"Pj/(C,+TJ"C3
Coefficient One C, = 23.20 Coefficient One C, = 23.20 —
Coefficient Two C2= 8 Coefficient Two C2= 8
Coefficient Three C3= 0.760 Coefficient Three C3= 0.760
Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated):
Runoff Coefficient C= 0.31 Runoff Coefficient C= 0.50
Inflow Peak Runoff Qp•in= 5.43 cfs Inflow Peak Runoff Op-in= 17.15 cfs
Allowable Peak Outflow Rate Qpout= 0.15 cfs Allowable Peak Outflow Rate Qp-out= 2.66 cfs
Mod.FM Minor Storage Volume= 9593 cubic feet Mod.FM Major Storage Volume= 16,933 cubic feet
Mod.FM Minor Storage Volume= 0220 acre-ft Mod.FM Major Storage Volume= 0.389 acre-ft
5 <-Enter Ranf ail Duration Incremental Increase Value Here(e.g.5 for 5-Mnutes)
Rainfall Rainfall Inflow Adjustment Average Outflow §bra Rainfall Ranfall Inflow Adjustmert Average Outflow rac$to
Duration Intensity Volume Factor Outflow Volume Volume aliddur Intensity Volume Factor Outflow Volume Volume
minutes inches/M acre-feet 'm" cfs acre-feet acre-feet minutes inches/hr acre-feet "m" cfs acre-feet acre-feet
(input) (output) (output) (output) (output) (output) (output) putjin (output) (output) (output) , (output) (output) (c)utpul
0 _ 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000000 0
5 �_ 4.63 0.048 1.00 0.15 0.001 0.047 5 9.05 0.150 1.00 2.66 I 0.0)1832
10 -_ 3.59 _ 0.074 - 0.99 0.15 0.002 0.072 10 7.02 0.233 0.99 2.62 36 - 0.0 0.197
15 _ 2.97 0.092 0.82 0.12 0.003 0.0E 9 15 5.81 0.289 0.82 2.19 45 0.0 0.244
20 2.55 0.105 0.74 _ 0.11 0.003 0.102 20 4.99 0.331 0.74 j 1.97 54 l 0.0 0.277
25 -_ 2.25 _ 0.116 0.69 0.10 0.004 0.112 25 4.40 0.365 _0.69 1.84 63 _ 0.0 0.301
30 2.02 0.125 0.66 0.10 0.004 0.140 30 3.95 0.393 0.66 1.76 73 0.0 0.320
35 1.83 �_ 0.132 0.64 0.10 0.005 0.1 a8 35 3.59 0.417 0.64 1.70 82 _ 0.0 0.335
40 -_ 1.69 _ 0.139 0.62 0.09 0.005 0.134 40 330 0.438 0.62 1.65 91 - 0.0 0.347
45 1.56 _ 0.145 0.61 0.09 0.006 0.139 45 3.06 0.457 0.61 1.61 00 0.1 0.357
_
50 1.46 0.150 0.60 0.09 0.006 0.11 50 2.85 0.474 0.60 1.59 09 0.1 0.364
_
55 - 1.37 0.155 - 0.59 0.09 0.007 0.148 55 2.68 0.489 0.59 1.56 18 0.10.371
-
60 1.29 _ 0.159 _ 0.58 0.09 0.007 0.1 2 60 2.53 0.503 0.58 1.54 27 _ 0.1 0.376
65 _ 1.22 0.164 0.57 0.09 0.008 0.156 65 2.39 0.516 _0.57 j 1.53 37 _ 0.10.380
70 __ 1.16 _ 0.168 0.57 0.09 0.008 0.159 70 2.27 0.529 0.57 1.51 46 _ 0.10.383
75 1.11 0.171 0.56 0.08 0.009 0.162 75 2.17 0.540 0.56 1.50 55 __ 0.1 0.385
80 1.06 0.175 0.56 _ 0.08 0.009 0.16 80 2.07 0.551 0.56 j 1.49 64 0.1 0.387
_
85 __ 1.02 0.178 0.56 0.08 0.0W 0.1�8 85 1.99 0.561 _0.56 1.48 73 _ 0.10.388
90 0.98 _ 0.181 0.55 0.08 0.010 0.1/1 90 1.91 0.571 0.55 1.47 82 _ 0.1 0.389
95 0.94 0.184 0.55 0.08 0.011 0.1/E3 95 1.84 0.580 0.55 1.46 92 0.1 0.389
100 - 0.91 _ 0.187 0.55 0.08 0.011 0.1X5 100 1.77 0.589 0.55 1.46.201 _ 0 0.388
105 0.88 0.189 0.55 0.08 0.012 0.178 105 1.71 0.598 0.55 1.45.210 0 0.388
110 _ 0.85 0.192 0.54 0.08 0.012 0.180 110 1.66 0.606 0.54 1.45.219 1 0 0.387
115 - 0.82 0.194 0.54 _ 0.08 0.013 0.12 115 1.61 0.613 0.54 1.44.228 0 0.385
-
120 0.80 0.197 0.54 0.08 0.013 0.153 120 1.56 0.621 0.54 1.44.237 0 0.384
_
125 0.77 0.199 0.54 0.08 0.014 0.185 125 1.51 0.628 0.54 1.43.246 0 0.382
_
130 0.75 - _ 0.201 - 0.54 0.08 0.014 0.187 130 1.47 0.635 0.54 1.43.256 0 0.380
-
135 073 0.203 0.54 0.08 0.015 0.1E9 135 1.43 0.642 0.54 1.42.265 0 0.377
140 0/1 0.206 0.53 0.08 0.015 0.1 g0 140 1.40 0.649 0.53 j 1.42.274 i 0 0.375
145 - 0.70 __ 0.208 0.53 0.08 0.016 0.12 145 1.36 0.655 0.53 1.42.283 _ 0 0.372
150 0.68 0.210 0.53 0.08 0.016 0.103 150 1.33 0.661 0.53 1.41.292 0 0.369
155 _ 0.66 _ 0.211 0.53 0.08 0.017 0.195 155 1.30 0.667 0.53 _ 1.41.301 _j 0 0366
160 - 0.65 0.213 0.53 0.08 0.017 0.196 160 1.27 0.673 0.53 1.41.310 0 0.363
-
165 0.63 0.215 0.53 0.08 0.018 0.147 165 1.24 0.679 0.53 1.41.320 0 0.359
170 _ 0.62 0.217 0.53 _ 0.08 0.018 0.1 170 1.21 0.684 0.53 1.40.329 j 0 0.356
175 - 0.61 __ 0.219 0.53 0.08 0.019 0.2 175 1.19 0.690 0.53 1.40.338 - 0 0.352
180 0.59 0.220 0.53 0.08 0.020 0.2 1 180 1.16 0.695 0.53 1.40.347 _ 0 0.348
185 0.58 0.222 0.53 0.08 0.020 0.2 185 1.14 0.700 0.53 1.40.356 0 0.344
_
190 0.57 0.224 0.53 0.08 0.021 0.2 190 1.12 U.705 0.53 1.40.365 - 0 0.340
195 0.56 0.225 0.52 0.08 0.021 0.2 195 1.10 0.710 0.52 1.39.374 0 0.336
200 0.55 0.227 0.52 _ 0.08 0.022 0.2 200 1.08 0.715 0.52 j 1.39.384 _j 0 0.331
205 -_ 0.54 __ 0.228 0.52 0.08 0.022 0.2 205 1.06 0.720 0.52 1.39.393 _ 0 0.327
210 0.53 _ 0.230 0.52 0.08 0.023 0.2 210 1.04 0.724 0.52 1.39.402 0 0322
_
215 0.52 0.231 0.52 0.08 0.023 0.2 215 1.02 0.729 0.52 1.39.411 0 0.318
_
220 - 051 _ 0.232 0.52 0.08 0.024 0.2 220 1.00 0.733 0.52 1.39.420 _ 0 0.313
225 0.50 __ 0.234 0.52 0.08 0.024 0.2 0 225 0.99 0.738 0.52 1.39.429 0 0.308
230 _ 0.50 0.235 0.52 0.08 0.025 0.2 1 230 0.97 0.742 0.52 1.38.438 _ 0 0.304
235 -_ 0.49 _ 0.237 0.52 0.08 0.025 0.2 1 235 0.96 U.746 0.52 1.38.448 _ 0 0.299
240 0.48 _ 0.238 _ 0.52 0.08 0.026 0.2 240 0.94 0.750 0.52 1.38.457 0 0.294
245 047 _ 0.239 0.52 0.08 0.026 0.2 . 245 0.93 0.754 ' 0.52 1.38.466 0 0.289
_
250 0.47 - _ 0.240 - 0.52 0.08 0.027 0.2 4 250 0.91 0.759 0.52 1.38.475 - 0 0.283
255 0.46 0.242 0.52 0.08 0.027 0.2 255 0.90 0.762 0.52 1.38.484 0 0.278
260 0.45 0.243 0.52 0.08 0.028 0.2 260 0.89 0.766 0.52 j 1.38.493 j 0 0.273
265 - 0.45 0.244 0.52 0.08 0.028 0.2 265 0.88 U.770 0.52 1.38.502 0 0.268
270 0.44 _ 0.245 0.52 0.08 0.029 0.2 7 270 0.86 0.774 0.52 1.38.512 0 0.262
_
275 044 0.246 0.52 0.08 0.029 0.2 7 275 0.85 0.778 0.52 1.37.521 0 0.257
_
280 - 0.43 _ 0.248 0.52 0.08 0.030 0.2 8 280 0.84 0.781 0.52 1.37.530 _ 0 0.251
285 0.42 0.249 0.52 0.08 0.030 0.2 285 0.83 0.785 0.52 1.37.539 _ 0 0.246
290 0.42 _ 0.250 0.52 0.08 0.031 0.2 290 0.82 0.788 0.52 1.37.548 0 0.240
_
295 0.41 0.251 0.52 0.08 0.031 0.2 295 0.81 9.792 0.52 1.37.557 0 0.235
300 0.41 0.252 0.52 0.08 0.032 0.2 30.0 0.80 9.795 0.52 127.566 0 0.229
Mod.FAA Minor Storage Volume(cubic ft)= 9,593 Mod.FAA Major Storage Volume(cubic R)= 16,933
Mod.FM Minor Storage Volume(acre-ft.)= 0.2202 Mod.FM Major Storage Volume(acre-ft.)= 0.3887
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
Detention Pond Siang.rds,Modified FM 8/1312015, 11:31 AM
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Buckingham Terminal
Basin ID: D-1
Inflow and Outflow Volumes vs. Rainfall Duration
0.9
0.8
0.7
0.6
0.5
m
L
to
am
OA
• • •
• • • • •
• • •
0.3 • • • • •
• • •• • •
• •
• • • •
0.2
j onov00000coo00 <0J0Q0 i3J °
0.1 - - —
0
0 50 100 150 200 250 300 350
Duration (Minutes)
Minor Storm Inflow Volume Minor Storm Outflow Volume 0 Minor Storm Storage Volume S Major Storm Inflow Volume Major Storm Outflow Volume • Major Storm Storage Volume
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
Detention Pond Siang.jds,Modified FM 8/1312015, 11:31 AM
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: Buckingham Terminal
Basin ID: D-1
VVQCV Design Volume(Input):
Catchment Imperviousness,Ia= 42.0 percent
Catchment Area,A= 4.82 acres Diameter of holes, u = .702 inches
Depth at WQCV outlet above lowest perforation,H= 1 feet Number of holes per row,N 1
Vertical distance beMeen rows,h = 4.00 inches OR
Number of rows,NIL= 3.00
Orifice discharge coefficient C.= 0.60 Height of slot.H= inches
Slope of Basin Trickle Channel,S= 0.010 ft/ft MO(slot,W= inches
Time to Drain the Pond= 24 hours
O O O O O ini O Perforated
Watershed Design Information(Input): O O O
0 0 0
Plate
Percent Soil Type A= %, o Examples
Percent Soil Type B= 100 % ° o O ° o o ° O o O
Percent Soil Type C/D= % _ii, 4,
Outlet Design Information(Output): ° p ° p 0 ° o ° 4"
Water Quality Capture Volume,WQCV= 0.179 wetershedinches o
0
Water Quality Capture Volume(WQCV)= 0.072 acre-feet o 0 0
Design Volume(VIiOCV/12`Area"1.2)Vol= 0.086 ace-feet ° ° ° 0
0 CI 0
Outlet area per row,A0= 0.46 square inches
Total opening area at each row based on user-input above,A0= 0.46 square inches
Total opening area at each row based on user-input above,A0= 0.003 square feet
3
Central Elevations of Rows of Holes In feet
Rawl Row 2 Row 3 Row 4 Row 5 Rovv 6 Row 7 Row 8 Row 9 Rowl ow 1 Row 12 Row 13 Row 14 Row 15 Row16ow Row20 Row 21 Row 22 Row 23 Row 28 E
4923.50 4923.83 4924.17 I T -F-----1-- I Flow
Collection Capacity for Each Row of Holes in cfs
4923.50 0.0000 0.0000 0.0000 _I I i 0.00
4924.00 0.0108 0.0063 0.0000 0.02
4925.00 0.0187 . 0.0165 . 0.0139_ 0.05
4925.30 0.0205 . 0.0185 . 0.0162 0.06
4926.00 0.0241 0.0225 . 0.0206_ 0.07
4926.43 0.0261 . 0.0246 . 0.0229_ 0.07
4927.00 0.0285 0.0272 0.0257 0.08
4927.03 0.0287 . 0.0273 . 0.0258 _ 0.08
4928.00 I 0.0323 . 0.0311 . 0.0298_ 0.09
4929.00 0.0358 , 0.0347 . 0.0335 _ 0i0 _
4929.10 0.0361 0.0350 . 0.0339 _ 0.10
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Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override
Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area
Rawl _ Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 24
Detention Pond Siang.:ds,WQCV 8/17/2015,9:45 AM
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: BuckinghamTeminal
Basin ID: D-1
r 1
STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE
4930.00
4929.00 • }
4928.00 —
4927.00
-
a)
C)
d
4-
N
a,
4926.00 •
4925.00 - -
4924.00 -
4923.00
0.00 0.02 0.04 0.06 0.08 0.10 0.12
Discharge (cfs)
Detention Pond Siaing.4s,WQCV 8!1 7/2015,9:45 AM
BUCKINGHAM TERMINAL - BUCKINGHAM , CO
POND VOLUME
Project: BUCKINGHAM TERMINAL - BUCKINGHAM , CO Date: 08/13/15
Project No: 015-1975 Calculated By: ME
Contour Incremental Storage Cumulative
Stage Elevation Area Volume Storage Volume
[ft] [ft] [sf] [cf] [cf]
0 4923.5 0 0 0
0.5 4924 456 76 76
1 .5 4925 3,540 1 ,756 1 ,832
2.5 4926 9,575 6,313 8, 144
3.5 4927 14,614 12,006 20, 150
4.5 4928 16,849 15,718 35,868
100 YR + WQCV VOL: 20,679 CF
100 YR + WQCV WSEL: 4927.03
5 YR + WQCV VOL: 13,339 CF
5 YR + WQCV WSEL: 4926.43
WQCV VOL: 3,746 CF
WQCV WSEL: 4925.30
H:/E5403/DRAINAGE/Pond Volume Calc.xls.xls,Detention Pond
8/13/2015 8/13/2015
RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
Project: Buckingham Terminal
Basin ID: D-1
Dia .
To
X o 0 0 0
#1 Vertical #2 Vertical
Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice
Water Surface Elevation at Design Depth Elev: WS = 4,927.03 feet
Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,923.50 feet
Required Peak Flow through Orifice at Design Depth Q = 2.66 cfs
Pipe/Vertical Orifice Diameter (inches) Dia = 12.0 inches
Orifice Coefficient Co = 0.65
Full-flow Capacity (Calculated)
Full-flow area Af = 0.79 sq ft
Half Central Angle in Radians Theta = 3.14 rad
Full-flow capacity Qf = 7.1 cfs
Percent of Design Flow 268%
Calculation of Orifice Flow Condition
Half Central Angle (0<Theta<3. 1416) Theta = 1 .34 rad
Flow area A0 = 0.28 sq ft
Top width of Orifice (inches) To = 11 .68 inches
Height from Invert of Orifice to Bottom of Plate (feet) Yo = 0.39 feet
Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,923.89 feet
Resultant Peak Flow Through Orifice at Design Depth O = 2.7 cfs
Width of Equivalent Rectangular Vertical Orifice Eqivalent Width 0.72 feet
Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. 4,923.70 feet
Detention Pond Sizing.xls, Restrictor Plate 8/13/2015, 2:58 PM
STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Project: Buckingham Terminal
Basin ID: D-1
Routing Order#I (Standard) Routing Order=1
v W5.EL.Ma pr vWS,LL Ms,rr _
II3,,..,,,. o O W S.Et-Mb», IP 0.0= :=L
o W.S.rl..WO 111 cr. IL WI) VI
WO WO H
v2
,I V2
Routing Order#3(Single Stage) Routine Omer u;
4 W.S.C I.n,w,zvncy Sytl Mav
v N'S FI ncvcn Sm,m
vwg.[L.WO 111 vN'Sn..AWm Flmmm?'(M',Mx'InM P, 112
v WKLL Alm A'•,
a WS Kra III
WC
NCI
VI _
V
Current Routing Order is #2
Design Information (Input): #1 Horiz #2 Horiz #1 Vert. #2 Vert.
Circular Opening: Diameter in Inches Dia. = 2.30 inches
OR
Rectangular Opening: Width in Feet W = 2.00 0.72 ft.
Length(Height for Vertical) L or H = 2.00 0.39 ft.
Percentage of Open Area After Trash Rack Reduction %open= 50 50 100 %
Orifice Coefficient Co= 0.65 0.65 0.65
Weir Coefficient Cw= 3.40
Orifice Elevation(Bottom for Vertical) ED= 4926.43 4,925.30 I 4,923.50 ft.
Calculation of Collection Capacity:
Net Opening Area (after Trash Rack Reduction) A0= 2.00 0.01 0.28 sq.ft.
OPTIONAL: User-Overide Net Opening Area A0= sq.ft.
Perimeter as Weir Length L,,,= 6.00 ft.
OPTIONAL: User-Overide Weir Length LJ,= ft.
Top Elevation of Vertical Orifice Opening,Top= 4925.49 4923.89 ft.
Center Elevation of Vertical Orifice Opening, Cen= 4925.40 4923.70 ft.
Routing 2: Water flows through WQCV plate and #1 vertical opening and #1 horizontal opening into #2 vertical opening (#2 horizontal
opening is not used).
Horizontal Orifices Vertical Orifices
Labels Water WQCV #1 Horiz. #1 Horiz. #2 Horiz. #2 Rothz #1.Ver #2 Vert. Total Target volumes
for WQCV, Minor, Surface Plate/Riser Weir Orifice Weir Orifice Collection ollecGbn Collection for WQCV, Minor,
& Major Storage Elevation Flow Flow Flow Flow Flow Capac ty Capacity Capacity &Major Storage
W.S. Elevations ft cfs cfs cfs cfs cfs cfs cfs cfs Volumes
(input) (linked) (User-linked) (output) (output) (output) (0d4pu (output) (output) (output) (fink for goal seek)
Outlet 4923.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4924.00 0.02 0.00 0.00 0.00 0.00 0.00 0.81 0.02
4925.00 0.05 0.00 0.00 0.00 0.00 0.00 1.67 0.05
W Q 4925.30 0.06 0.00 0.00 0.00 0.00 0.00 1.85 0.06
4926.00 0.07 0.00 0.00 0.00 0.00 0.06 2.22 0.13
5-yr + WQ 4926.43 0.07 0.00 0.00 0.00 0.00 0.08 2.42 0.15
4927.00 0.08 8.78 7.88 0.00 0.00 0.10 2.66 2.66
100-yr + WQ 4927.03 0.08 9.48 8.08 0.00 0.00 0.10 2.67 2.67
4928.00 0.09 40.13 13.07 0.00 0.00 0.12 3.03 3.03
4929.00 0.10 84.05 16.72 0.00 0.00 0.14 3.36 3.36
Top of Pond 4929.10 0.10 89.00 17.05 0.00 0.00 0.14 3.40 3.40
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Detention Pond Sizing.xls, Outlet 8/17/2015, 9:46 AM
STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
U
Project: Buckingham Terminal
Basin ID: D-1
STAGE-DISCHARGE CURVE FOR THE OUTLET STRUCTURE
4931 f 1 T
0 0.5 1 1 .5 2 2.5 3 3.5 4
4930 - - • - -
4929 - - -- -
S
G)
+'
CD
4928 - -
0
CO
CO
4-.
4927 - • -
4926 - - • -
4925 - - - ,
4924 _ • .
Discharge (cfs)
•
Detention Pond Sizing.xls. Outlet 8/17/2015, 9:46 AM
Secondary Containment Volume Calcs
8/13/2015
25-yr 24-hr Rainfall : 3 in (NOAA Atlas Vol 3)
25-yr 24-hr Rainfall: 0.25 ft
Containment Area: 35600 ft^2
Containment Area Depth: 7 ft
Containment Perimeter: 740 ft
Total Stormwater Volume: 330 cy
Tank Volume: 24,000 bbl
1 ,008,000 gal
4,990 cy
(125% of Tank Volume + 25-yr 24-
Total Required Containment Volume: 6;56 ' cy hr Strom Volume)
Containment Volume: 7,567 cy (From top of berm)
Tank Displacement: 628 cy
Provided Containment Volume: 6,939 cy
Worksheet for Pond Emergency Spillway
Project Description
Solve For Crest Length
Input Data
Discharge 17.15 ft3/s
Headwater Elevation 4927.53 ft
Crest Elevation 4927.03 ft
Tailwater Elevation 4924.00 ft
Crest Surface Type Gravel
Crest Breadth 0.50 ft
Results
Crest Length 15.71 ft
Headwater Height Above Crest 0.50 ft
Tailwater Height Above Crest -3.03 ft
Weir Coefficient 3.09 US
Submergence Factor 1 .00
Adjusted Weir Coefficient 3.09 US
Flow Area 7.86 ft2
Velocity 2.18 ft/s
Wetted Perimeter 16.71 ft
Top Width 15.71 ft
Bentley Systems, Inc. Haestad Methods SolBtati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03]
8/13/2015 3:03:53 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Worksheet for Secondary Containment Max Release
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.013
Channel Slope 0.03408 ft/ft
Normal Depth 1 .00 ft
Diameter 1 .00 ft
Discharge 6.58 ft3/s
Results
Discharge 6.58 ft3/s
Normal Depth 1 .00 ft
Flow Area 0.79 ft2
Wetted Perimeter 3.14 ft
Hydraulic Radius 0.25 ft
Top Width 0.00 ft
Critical Depth 0.97 ft
Percent Full 100.0 %
Critical Slope 0.02995 ft/ft
Velocity 8.37 ft/s
Velocity Head 1 .09 ft
Specific Energy 2.09 ft
Froude Number 0.00
Maximum Discharge 7.07 ft3/s
Discharge Full 6.58 ft3/s
Slope Full 0.03408 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
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Worksheet for Secondary Containment Max Release
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1 .00 ft
Critical Depth 0.97 ft
Channel Slope 0.03408 ft/ft
Critical Slope 0.02995 ft/ft
Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03]
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Worksheet for West Drive Inlet to Pond 100 Year
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.01110 ft/ft
Diameter 1 .25 ft
Discharge 6.07 ft3/s
Results
Normal Depth 0.92 ft
Flow Area 0.97 ft2
Wetted Perimeter 2.58 ft
Hydraulic Radius 0.38 ft
Top Width 1 .10 ft
Critical Depth 1 .00 ft
Percent Full 73.6 %
Critical Slope 0.00931 ft/ft
Velocity 6.27 ft/s
Velocity Head 0.61 ft
Specific Energy 1 .53 ft
Froude Number 1 .18
Maximum Discharge 7.32 ft3/s
Discharge Full 6.81 ft3/s
Slope Full 0.00883 ft/ft
Flow Type SuperCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 73.61
Downstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03]
8/13/2015 3:27:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
Worksheet for West Drive Inlet to Pond 100 Year
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.92 ft
Critical Depth 1 .00 ft
Channel Slope 0.01110 ft/ft
Critical Slope 0.00931 ft/ft
Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03]
8/13/2015 3:27:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
Worksheet for East Drvive Inlet to Pond 100 Year
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.01111 ft/ft
Diameter 1 .25 ft
Discharge 7.10 ft3/s
Results
Normal Depth 1 .08 ft
Flow Area 1 .13 ft2
Wetted Perimeter 2.98 ft
Hydraulic Radius 0.38 ft
Top Width 0.86 ft
Critical Depth 1 .07 ft
Percent Full 86.4 %
Critical Slope 0.01132 ft/ft
Velocity 6.30 ft/s
Velocity Head 0.62 ft
Specific Energy 1 .70 ft
Froude Number 0.97
Maximum Discharge 7.32 ft3/s
Discharge Full 6.81 ft3/s
Slope Full 0.01208 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 86.44
Downstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03]
8/13/2015 3:28:26 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
Worksheet for East Drvive Inlet to Pond 100 Year
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 1 .08 ft
Critical Depth 1 .07 ft
Channel Slope 0.01111 ft/ft
Critical Slope 0.01132 ft/ft
Bentley Systems, Inc. Haestad Methods SolBdod4eFtwaMaster V8i (SELECTseries 1) [08.11.01.03]
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Worksheet for West Catch Basin to Pond 100 Year
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.01215 ft/ft
Diameter 1 .00 ft
Discharge 1 .50 ft3/s
Results
Normal Depth 0.43 ft
Flow Area 0.32 ft2
Wetted Perimeter 1 .43 ft
Hydraulic Radius 0.23 ft
Top Width 0.99 ft
Critical Depth 0.52 ft
Percent Full 42.9 %
Critical Slope 0.00625 ft/ft
Velocity 4.67 ft/s
Velocity Head 0.34 ft
Specific Energy 0.77 ft
Froude Number 1 .44
Maximum Discharge 4.22 ft3/s
Discharge Full 3.93 ft3/s
Slope Full 0.00177 ft/ft
Flow Type SuperCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 42.85 %
Downstream Velocity Infinity ft/s
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Worksheet for West Catch Basin to Pond 100 Year
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.43 ft
Critical Depth 0.52 ft
Channel Slope 0.01215 ft/ft
Critical Slope 0.00625 ft/ft
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Worksheet for Pond Outlet Pipe
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.00600 ft/ft
Diameter 1 .00 ft
Discharge 2.66 ft3/s
Results
Normal Depth 0.79 ft
Flow Area 0.66 ft2
Wetted Perimeter 2.19 ft
Hydraulic Radius 0.30 ft
Top Width 0.82 ft
Critical Depth 0.70 ft
Percent Full 78.9 %
Critical Slope 0.00797 ft/ft
Velocity 4.00 ft/s
Velocity Head 0.25 ft
Specific Energy 1 .04 ft
Froude Number 0.78
Maximum Discharge 2.97 ft3/s
Discharge Full 2.76 ft3/s
Slope Full 0.00557 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 78.89 %
Downstream Velocity Infinity ft/s
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Worksheet for Pond Outlet Pipe
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.79 ft
Critical Depth 0.70 ft
Channel Slope 0.00600 ft/ft
Critical Slope 0.00797 ft/ft
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Worksheet for East Catch Basin to Ditch 100 Year
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.01238 ft/ft
Diameter 1 .25 ft
Discharge 7.50 ft3/s
Results
Normal Depth 1 .08 ft
Flow Area 1 .13 ft2
Wetted Perimeter 2.99 ft
Hydraulic Radius 0.38 ft
Top Width 0.85 ft
Critical Depth 1 .09 ft
Percent Full 86.5 %
Critical Slope 0.01227 ft/ft
Velocity 6.65 ft/s
Velocity Head 0.69 ft
Specific Energy 1 .77 ft
Froude Number 1 .02
Maximum Discharge 7.73 ft3/s
Discharge Full 7.19 ft3/s
Slope Full 0.01348 ft/ft
Flow Type SuperCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 86.53 %
Downstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03]
8/13/2015 3:37:30 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
Worksheet for East Catch Basin to Ditch 100 Year
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 1 .08 ft
Critical Depth 1 .09 ft
Channel Slope 0.01238 ft/ft
Critical Slope 0.01227 ft/ft
Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03]
8/13/2015 3:37:30 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
Worksheet for West Access Road Culvert 100 Year
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.00526 ft/ft
Diameter 2.00 ft
Discharge 10.70 ft3/s
Results
Normal Depth 1 .18 ft
Flow Area 1 .92 ft2
Wetted Perimeter 3.50 ft
Hydraulic Radius 0.55 ft
Top Width 1 .97 ft
Critical Depth 1 .17 ft
Percent Full 58.9 %
Critical Slope 0.00533 ft/ft
Velocity 5.56 ft/s
Velocity Head 0.48 ft
Specific Energy 1 .66 ft
Froude Number 0.99
Maximum Discharge 17.65 ft3/s
Discharge Full 16.41 ft3/s
Slope Full 0.00224 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 58.86 %
Downstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03]
8/13/2015 3:47:16 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
Worksheet for West Access Road Culvert 100 Year
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 1 .18 ft
Critical Depth 1 .17 ft
Channel Slope 0.00526 ft/ft
Critical Slope 0.00533 ft/ft
Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03]
8/13/2015 3:47:16 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
Worksheet for Middle Access Road Culvert 100 Year
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.00526 ft/ft
Diameter 2.00 ft
Discharge 15.50 ft3/s
Results
Normal Depth 1 .55 ft
Flow Area 2.61 ft2
Wetted Perimeter 4.30 ft
Hydraulic Radius 0.61 ft
Top Width 1 .67 ft
Critical Depth 1 .42 ft
Percent Full 77.4 %
Critical Slope 0.00646 ft/ft
Velocity 5.94 ft/s
Velocity Head 0.55 ft
Specific Energy 2.10 ft
Froude Number 0.84
Maximum Discharge 17.65 ft3/s
Discharge Full 16.41 ft3/s
Slope Full 0.00469 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 77.41 %
Downstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03]
8/13/2015 3:46:19 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
Worksheet for Middle Access Road Culvert 100 Year
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 1 .55 ft
Critical Depth 1 .42 ft
Channel Slope 0.00526 ft/ft
Critical Slope 0.00646 ft/ft
Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03]
8/13/2015 3:46:19 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
Worksheet for East Access Road Culvert 100 Year
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.00933 ft/ft
Diameter 2.00 ft
Discharge 23.00 ft3/s
Results
Normal Depth 1 .75 ft
Flow Area 2.92 ft2
Wetted Perimeter 4.85 ft
Hydraulic Radius 0.60 ft
Top Width 1 .31 ft
Critical Depth 1 .71 ft
Percent Full 87.7 %
Critical Slope 0.00968 ft/ft
Velocity 7.87 ft/s
Velocity Head 0.96 ft
Specific Energy 2.72 ft
Froude Number 0.93
Maximum Discharge 23.51 ft3/s
Discharge Full 21 .85 ft3/s
Slope Full 0.01034 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 87.74
Downstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03]
8/13/2015 4:01 :30 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
Worksheet for East Access Road Culvert 100 Year
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 1 .75 ft
Critical Depth 1 .71 ft
Channel Slope 0.00933 ft/ft
Critical Slope 0.00968 ft/ft
Bentley Systems, Inc. Haestad Methods SolBleati4'ye&itiewMaster V8i (SELECTseries 1) [08.11.01 .03]
8/13/2015 4:01 :30 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
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