HomeMy WebLinkAbout20190907.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION
DEPARTMENT OF PLANNING SERVICES ' 1555 N. 17r" AVENUE ' GREELEY, CO 80631
www.weldgov.com ' 970-400-6100 ' FAX 970-304-6498
FOR PLANNING DEPARTMENT USE:
AMOUNT $
APPLICATION RECEIVED BY
DATE RECEIVED:
CASE # ASSIGNED:
PLANNER ASSIGNED:
Parcel Number':
Address of site:
1 2 1 9 0 9 0 0 0 0 0 2
Vacant
Legal Description: Part of the NW4 NW4
Zone District: Ag Acreage: 10
FEE OWNER(S) OF THE PROPERTY:
Name: Black Mountain Land Company LP
('A 12 digit number on Tax I D.
information, obtainable at
www weldgov corn)
Section: 9 Township: 3 N Range: 62 W
Floodplain: eological Hazard: YON® ® Airport Overlay: YQ'J Q
Company:
Phone #:
Street Address:
Email:
500 Main Street, Suite 1200
City/State/Zip Code: Fort Worth, Texas 76102-3926
Name: Applicant Nick Holland
Company:
Phone #:
Cureton Midstream
720-390-4506
Street Address: 518 17th Street, Suite 650
Email: Nick Holland@curetonmidstream.com
City/State/Zip Code: Denver, CO 80202
Name:
Company:
Phone #:
Street Address:
Email:
City/State/Zip Code:
APPLICANT OR AUTHORIZED AGENT: (See below Authorization must accompany all applications signed by Authorized Agents)
Name: Anne Best Johnson
Company: Tetra Tech
Phone #: 720-204-0173 Email: Anne.Johnson@Tetratech corn
Street Address: 1560 Broadway, Suite 1400
City/State/Zip Code: Denver, CO 80202
PROPOSED USE:
Natural gas compressor station - Oil/Gas Service and Support Facility
I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or
contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners of property
must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the
application. If a rporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal
authority to sig or the corporation.
Sign.tifr Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date
Print Name
Print Name Rev 4/2016
DEPARTMENT OF PLANNING AND BUILDING
DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT
1555 NORTH 17TH AVENUE
GREELEY, CO 80631
AUTHORIZATION FORM
I, (We), Black Mountain Land Company, LP, give permission to Cureton Front Range, LLC
(Owner - please print) (Authorized Agent - please print)
to apply for any Planning, Building or Septic permits on our behalf, for the property located at (address or
parcel number) below:
10 acres located within the below to be more particularly described by survey
Legal Description: NW/4NW/4 of Section 9 , Township 3 N, Range 62 W
Subdivision Name: Lot Block
Property Owners Information.
Address: Brittany Shamaun: 500 Main Street, Suite 1000 Fort Worth. TX 76102
Phone: 830-708-0266
Authorized Agent Contact Information:
Address: Nick Holland: 518 17th Street. Suite 650, Denver, CO 80202
E-mail. Brittany.Shamaunblackmtn.com
Phone: 720-390-456 E -Mail Nick.Hollandcuretonmidstream.com
Correspondence to be sent to: Owner Authorized Agent Both X / by Mail Email X
Additional
Info.
Owner Signature ,
Date /1-- oZ(o —/f
Owner Signature: Date
CURETON
MIDSTREAM
518 17"; STREET SUITE 650
DENVER, CO 80202
PHONE 303 324-5967
N
October 22, 2018
We, Cureton Midstream, LLC, give permission to Anne Best Johnson from Tetra Tech to apply for any
Land Use Planning Permits and Access Permits or services for the property known as the NW4 NW4
Section 9, Township 3 North, Range 62 West of the 6th P.M., Weld County, Colorado. The property is
also known as Weld County Parcel 1219-09-0-00-002. Email correspondence should be sent to both
Authorized Agent and client.
Authorized Agent contact information:
Client contact information:
Executed by:
Anne Best Johnson
Tetra Tech
1560 Broadway, Suite 1400
Denver, CO 80202
(720) 204-0173 — cell
(720) 931-9373 — office
Anne.JohnsonPtetratech.com
Nicholas Holland
Cureton Midstream
518 17th Street, Suite 650
Denver, CO 80202
(720) 390-4506 — office
(303) 324-5967 — cell
Nick.Holland@curetonmidstream.com
/,e/
Name (Print) _Nicholas Holland Date 10/22/2018
CURETON MIDSTREAM BLACK CREEK COMPRESSOR STATION
USR QUESTIONNAIRE
The following statements in bold tint are USR questions required by Weld County for the USR Narrative.
Questions that do not pertain to this project are noted as "Not applicable" according to the Weld County
document instructions.
Planning Questions
1. Explain, in detail, the proposed use of the property.
This facility will compress raw low pressure natural gas so that it can be transported to a downstream facility
for further processing. Natural gas will enter and exit the facility via steel pipelines. The compressor station
will also have separation and filtration equipment that will remove water, condensate, and other impurities
from the natural gas stream. Condensate liquids will be pumped off site through a pressurized pipeline for
further processing and sale. Any collected water will be trucked offsite and disposed of in accordance with
federal, state and local regulations.
The proposed facility includes equipment listed in the Building section under question 1. As a high-level
summary, the equipment will include combustors, launchers, receivers, pumps, tanks, catchers and
separators, a temporary construction trailer and conex storage units. The proposed facility will be
developed in one phase.
2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the
Comprehensive Plan.
The proposed facility has been engineered, designed and sited to be consistent with the intent of the
Comprehensive Plan in many ways. In addition, site selection was carefully considered. To follow are
policies or goals from the Comprehensive Plan in italic font followed by a description illustrating how this
proposed facility conforms.
A. Policy 7.2: Conversion of agricultural land to nonurban residential, commercial, and industrial uses
should be accommodated when the subject site is in an area that can support such development and should
attempt to be compatible with the region.
The proposed facility was selected by the Property Owner with Cureton. There are no classified lands
associate with the Important Farmlands of Weld County mapping layer. There are several oil/gas wells in
the area. The proposed facility is compatible with development in the area currently as well as in the future.
A.Policy 9.5: Applications for a change of land use in the agricultural areas should be reviewed in
accordance with all potential impacts to surrounding properties and referral agencies Encourage
applicant to communicate with those affected by the proposed land use change through the referral process.
Surrounding Property Owners will be noticed. A list of those within 1,000' will be mailed a letter informing
them of the application.
Lastly, before submitting the USR application to Weld County, the applicant met with the Southeast Weld
Fire District and the Weld County Office of Emergency Management.
OG.Goal 1: Promote the reasonable and orderly exploration and development of oil and gas mineral
resources;
AND
OG. Goal 2: Ensure that the extraction of oil and gas resources conserves the land and minimizes the impact
on surrounding land and the existing surrounding land use.
The facility is located in an area with existing oil/gas production. Properties in this area are used for
irrigated or dryland farming. The small footprint and the deployed engineering and design ensure the
proposed land use will minimize impact on surrounding land and the existing surrounding land uses.
3. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 23
(Zoning) and the zone district in which it is located.
The property is in the Agricultural Zone District. According to section 23-3-40.A.2 of the Weld County
Code, oil and gas support and service facilities, as proposed on this application, is a use contemplated
through the Use by Special Review process in the Agricultural Zoning District.
4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and
compatible with surrounding land uses.
The Proposed Compressor Station will be located in the northwestern portion of the Section. The parcel is
currently zoned A (Agricultural). The nearest existing residential structures on surrounding properties are
more than one mile away from the proposed compressor station. The existing land use of surrounding
properties include irrigated and pasture land as well as oil and gas development.
As with any change in land use, there are potential impacts to surrounding property owners. The applicant
understands that being a good neighbor is a best practice. In siting this facility, noise, air quality and
lighting were considered. The following paragraphs describe how the applicant has considered these
potential changes and mitigated even perceived impacts.
Light: The impact from light onto adjacent properties will be minimized. The lights that will be on site,
will be manually turned on by an operator when needed. No security lighting is proposed, however,
shielding for the manual outdoor lights is proposed to help mitigate any light pollution that may occur
during those times an operator needs to access the facility at night. The International Dark Sky Standards
were utilized in developing the lighting plan for this application.
Air Quality: The following measures will be deployed to safeguard air quality on site as well as in the area:
• To mitigate dust during plant construction, an industry recognized chemical and/or water may be
applied to internal roads and the access road from Weld County Road 386 as needed.
• There are no significant odors associated with a natural gas compressor facility.
• Emissions are regulated and enforced by the Colorado Department of Public Health and
Environment and the EPA. Both entities are responsible for regulating air quality and greenhouse
gas emissions, and for protecting the public from hazardous air pollutants. The applicant will be
required to obtain an air permit from the State of Colorado that illustrates compliance on all
requirements.
• The applicant will be required to demonstrate ongoing compliance to the State of Colorado.
Noise: Noise impacts from the facility will be reduced by enclosing equipment within buildings and
providing acoustical insulation. Noise generated by this facility will not exceed the residential noise
standards listed in the County Code. Noise modeling is included in application materials.
5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.)
The Compressor facility and laydown yard will operate 24 hours a day, 7 days a week, 365 days a year;
however, the facility is unmanned. Unless there is an operational requirement, employees will generally
visit the site between the hours of 7:00 a.m. and 5:00 p.m.
6. List the number of full time and/or part time employees proposed to work at this site.
The facility will be unmanned. One employee will visit the site one to two times per day as needed.
7. If shift work is proposed include the number of employees per shift.
Shift work is not proposed for this project
8. List the number of people who will use this site. Include contractors, truck drivers, customers,
volunteers, etc.
During construction there will be between 25-30 personnel (contractors/day) for 4-6 months until
construction is complete. Once the site is operational it is estimated that there will be between 2-5 people
per day accessing the site. This includes large trucks and operators visiting site as needed for maintenance.
9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals.
Not applicable as this proposed site is not a dairy
10. Describe the type of lot surface and the square footage of each type (e.g. asphalt, gravel,
landscaping, dirt, grass, buildings).
The proposed compressor facility is roughly a 20 -acre footprint. Within this footprint, the equipment will
be located on a 10 -acre pad. Gravel will cover the pad and the proposed laydown yard area. The
compression units will be enclosed in buildings. The facility will also include a Conex container or small
building to store spare parts and material storage and a small motor control center building.
11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are
proposed?
This is not a manned facility, so no designated parking spaces are proposed. As employees visit the site,
they will park near the equipment that they are at the site to service.
12. Explain the existing and proposed landscaping for the site.
The siting of the facility nearly 1 mile from WCR 386 and the distance from residential uses does not
necessitate landscaping.
13. Describe the type of fence proposed for the site (e.g. 6 -foot chain link with earth tone slats).
A 6 -foot chain link security fence will surround the compressor site. A cattle guard and swing gate will be
installed on the site entrance road proposed off CR 398.
14. Describe the proposed screening for all parking and outdoor storage areas. If the site is located
in a floodplain outdoor storage is restricted.
A la> clmn yard is proposed on the southern portion of the lot.
15. Explain any proposed reclamation procedures when termination of the Use by Special Review
activity occurs.
When the Black Creek Compressor Station is no longer needed, the equipment will be removed from the
property and the site will be reclaimed with native grassland vegetation. The decommissioning plan for the
facility is as follows: In the event operations cease at this site and the facility is abandoned or removed
from service or operation, the operator, their affiliates or successors will remove the equipment and all its
components. Where possible, materials will be reused or recycled. Where required, waste materials for
disposal will be removed by a licensed contractor and transported to a disposal site. The operator will
comply with all COGCC regulations concerning site restoration. The operator will grade and revegetate
the site to pre -development conditions, or in accordance with the lease termination provisions, or in
accordance with the landowner's request. Best Management Practices for erosion control, revegetation,
and stormwater management will be followed as outlined in the Stormwater Management Plan.
16. Who will provide fire protection to the site?
This site is in the Southeast West Fire Protection District. The applicant has met with Chief Beach on
several occasions prior to submitting the application. Cureton Midstream intends to have a positive and
long-lasting business relationship with the Southeast Weld Fire Protection District.
17. List all proposed on -site and off -site improvements associated with the use (e.g. landscaping,
fencing, buildings, drainage, turn lanes, etc.) and a timeline of when you will have each one of the
improvements completed.
Following approval of the USR, the facility will be constructed within 5-6 months and will include the
access road into the site; the equipment at the facility; the security fence around the facility, and all the
required drainage improvements (channels, culverts and detention pond).
Engineering Questions
1. Describe how many roundtrips/days are expected for each vehicle type: Passenger Cars/Pickups,
Tandem Trucks, Semi-Truck/Trailer/RV (Roundtrip =1 trip in and 1 trip out of site).
During the construction phase of this project, up to four semi -trucks may come to the site on a given day
along with between 25-30 passenger vehicles/work trucks. When the site is operational, up to two Semi -
trucks may come to the site on a given day along with up to three passenger vehicles/work trucks.
2. Describe the expected travel routes for site traffic.
AND
3. Describe the travel distribution along the routes (e.g. 50% of traffic will come from the north, 20%
from the south, 30% from the east, etc.)
Main Travel Route: From Interstate 76 or US 34 either north or south, respectively to WCR 386.
4. Describe the time of day that you expect the highest traffic volumes from above.
It is anticipated that the highest traffic volumes to and from the site will be in the morning hours (7:00 a.m.
to 10:00 a.m.).
5. Describe where the access to the site is planned.
The site access is proposed to be off a private road from WCR 386 along an existing private access road.
The access is included in the attached lease.
6. Drainage Design: Detention pond summarized in a drainage report is required unless the project
falls under an exception to stormwater detention requirements per code section 23-12-30 F.l.
A. Does your site require a stormwater detention pond?
A stormwater detention pond is required per section 23-12-30 of the Weld County Code. A drainage
report has been included in the application materials and has been prepared by a Colorado Licensed
Professional Engineer. The report adheres to the drainage related sections of the Weld County Code.
It will be stamped and signed following approval of the report by Weld County.
Environmental Health Questions
1. What is the drinking water source on the property?
This Compressor station is an unmanned site and no permanent water supply is proposed. All workers
constructing or accessing the site for maintenance and operational needs will have access to bottled water
services. However, once the construction phase of the project is complete there will be no employees on
site for regular operational duties, for more than 1-3 hours at a time.
2. What type of sewage disposal system is on the property?
The site is an unmanned facility and will not have a permanent septic system or sewer tap on site. The site
is proposing portable toilets to be provided on -site for the 1-2 employees who may visit the site each day.
This is consistent with the Department of Public Health and Environment's portable toilet policy.
3. If storage or warehousing is proposed, what type of items will be stored?
The laydown yard will be used to stage oil and gas pipes or equipment until they are ready to be installed
at this or other Cureton Midstream installations.
4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur
on this site.
There will be a 400-600 bbl tank that will provide temporary storage for water until it needs to be removed.
There will also be 500 gallons of triethylene glycol (TEG), 500 gallons of Methanol, 1,500 gallons of lube
oil and 1,500 gallons of engine coolant stored on location. All storage tanks will have secondary
containment.
5. If there will be fuel storage on site indicate the gallons and the secondary containment. State the
number of tanks and gallons per tank.
6. If there will be washing of vehicles or equipment on site indicate how the wash water will be
contained.
7. If there will be floor drains indicate how the fluids will be contained.
Not applicable
8. Indicate if there will be any air emissions. (e.g. painting, oil storage, etc.)
This is a facility that handles natural gas and there will be some air emissions. The applicant will obtain all
necessary APENs for use of this facility from the CDPHE.
9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.)
10. Provide a nuisance management plan if applicable. (e.g. dairies, feedlots, etc.)
Not applicable
11. Additional information may be requested depending on type of land use requested.
If additional information is needed, please advise and it will be provided.
Building Questions
1. List the type, size (square footage), and number of existing and proposed structures. Show and
label all existing and proposed structures on the USR drawing. Label the use of the building and the
square footage.
See the attached USR Mapping materials for the equipment list and referenced location.
2. Explain how the existing structures will be used for this USR?
There are no existing structures on site.
3. List the proposed use(s) of each existing and proposed structure.
See the chart in question 1 "description of use" column for the proposed buildings. Each building is
represented on the USR map attached to this application.
Samuel Engineering
we Provide Solutions
8450 E. Crescent Parkway, Suite 200 Phone: 303-714-4840
Greenwood Village, Colorado 80111 Fax: 303-714-4800
FINAL DRAINAGE REPORT
CE -201
PREPARED FOR:
Cureton Midstream, LLC
Black Creek Compressor Station
Project Number 18194
The Black Creek Compressor Station is located in the west half of Section 9,
Township 3 North, Range 62 West, 6th Principal Meridian, Weld County, Colorado
PREPARED BY:
SAMUEL ENGINEERING, INC.
8450 EAST CRESCENT PARKWAY, SUITE 200
GREENWOOD VILLAGE, CO 80111
ISSUED FOR PERMIT
Revision B
Engineering ♦ Project Controls ♦ Estimating ♦ Construction Management
Samuel Engineering
We Provide Solutions
8450 E. Crescent Parkway, Suite 200 Phone: 303-714-4840
Greenwood Village, Colorado 80111 Fax: 303-714-4800
Originator/Lead Engineer:
Project Engineer Approval:
Project Manager Approval:
Client Approval:
RECORD OF REVISIONS
Michael Cloud
Brandon Primeaux
Cole Ones
Date:
Date:
Date:
Date:
12/17/18
12/17/18
12/17/18
Rev. No.
By
Revisions
Approval
Date
A
M. Cloud
Issued for Permit
MTC
10/18/18
B
M. Cloud
Issued for Permit — Site Relocated
MTC
12/17/18
Current Working Revision Rev. B Date 12/17/18
Engineering ♦ Project Controls ♦ Estimating ♦ Construction Management
Samuel Engineering
We Provide Solutions
8450 E. Crescent Parkway, Suite 200 Phone: 303-714-4840
Greenwood Village, Colorado 80111 Fax: 303-714-4800
CERTIFICATION OF COMPLIANCE
ENGINEERING DESIGNED TO WELD COUNTY CODE STANDARDS AND CRITERIA
CURETON MIDSTREAM, LLC — LOST CREEK COMPRESSOR STATION
I, Michael Cloud, Consultant Engineer for Cureton Midstream, LLC ("Applicant"), understand and
acknowledge that Applicant is seeking to develop the property described in the following Drainage
Report. 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
requirements 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.
(Engineer's Stamp)
Engineer of Record Signature
VARIANCE REQUEST
1) Describe the Weld County Code criteria of which a variance is being requested.
2) Describe why it is not possible to meet the Weld County Code.
3) Describe the proposed alternative with engineering rational which supports the intent of the Weld County Code.
None
I understand and agree that the intention of the Code is to reduce impacts of development on neighboring
downstream properties and the public. I understand if this variance is approved it is not precedent setting and is
based on site specific constraints.
Planning Director Approval indicated when signed by director or appointee:
Planning Director Name
Signature
Date of Approval
S:\Projects\18194_Black Crk_Compressor\Engineering\Civil\Reports\Drainage Report\Final Drainage Report\Rev B\Cureton Black Creek CS
Final Drainage.docx
Samuel Engineering
Samuel Engineering
We Provide Solutions
8450 E. Crescent Parkway, Suite 200 Phone: 303-714-4840
Greenwood Village, Colorado 80111 Fax: 303-714-4800
Table of Contents
1.0 DESCRIPTION OF PROJECT 1
2.0 CALCULATIONS 1
2.1 HYDROLOGY ....1
2.1.1 Site Soils 1
2.1.2 Design Storm 2
2.1.3 Pre -Development and Overall Post -Development Site Imperviousness 2
2.1.4 Peak Flowrate Calculations ....2
2.2 DETENTION POND DESIGN 3
2.2.1 Pond Volume Calculations ...3
2.2.2 Pond Stage -Storage for Discharge Calculations 3
2.2.3 Pond Outlet Structure Design 4
2.3 HYDRAULICS 5
2.3.1 Culverts 5
2.3.2 Ditches 5
2.4 GRADING AND DRAINAGE DESIGN 5
3.0 POND MAINTENANCE REQUIRMENTS 6
3.1 ROUTINE MAINTENANCE 6
3.1.1 Inspections 6
3.1.2 Sediment and Debris Management 6
3.1.3 Vegetation Management 6
3.2 NON -ROUTINE MAINTENANCE 6
3.2.1 General 6
3.2.2 Facility Repairs 6
4.0 CONCLUSION 7
APPENDIX A: VICINITY MAP A-1
APPENDIX B: NRCS WEB SOIL SURVEY B-1
APPENDIX C: NOAA RAINFALL DATA C-1
APPENDIX D: AREA WEIGHTED IMPERVIOUSNESS VALUES D-1
APPENDIX E: HYDROLOGIC CALCULATIONS E-1
APPENDIX F: DETENTION BASIN VOLUME BY THE MODIFIED FAA METHOD F-1
APPENDIX G: DETENTION BASIN STAGE -STORAGE G-1
APPENDIX H: DETENTION BASIN OUTLET STRUCTURE DESIGN H-1
APPENDIX I: CULVERT DESIGN I-1
APPENDIX J: CONSTRUCTION DRAWINGS J-1
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Final Drainage.docx
SE Samuel Engineering
ri mot.
CURETON MIDSTREAM, LLC
BLACK CREEK COMPRESSOR STATION
PROJECT NUMBER: 18194
CE -201, REV. B
FINAL DRAINAGE REPORT
PAGE 1of7
1.0 DESCRIPTION OF PROJECT
The subject property is a 10 -acre parcel leased by Cureton Midstream, LLC for the installation of
a gas compressor station. The compressor station, access roads and detention pond will disturb
approximately S acres of the 10 -acre site.
The project site is located on a leased tract of land which consists mostly of pasture land with
existing pipeline right-of-ways abutting the lease. Topographic relief over the leased property
ranges from 4659' in the northeast corner of the parcel to 4636' in the southwest corner and is
characterized by moderately sloping land with grades that typically range from 2.0% to 6.0%.
The subject property is not part of the Weld County Master Drainage Plan.
There are no open channels, lakes, streams or irrigation ditches in the proposed development.
The subject property is not located in a floodplain. The surrounding area development consists
of grazing land and other oil and gas facilities to the north and west and crop land to the south
and east.
See Appendix A for project location and vicinity map.
2.0 CALCULATIONS
2.1 HYDROLOGY
The project site drainage must be designed to meet the requirements of Weld County Code —
Article XII. It has been determined that the runoff from this site is non -urbanizing and therefore
the increased runoff volume must be detained in an extended detention basin and the increase
peak flows attenuated to the "historic" 10 -year peak flow rate for the basin area contributing to
the pond. Historic flow is defined as the existing area with an assumed imperviousness of 2.0%.
The detention basin must be sized appropriately to store the runoff volume from the 100 -year
1 -hour storm. Urban Drainage and Flood Control District's (UDFCD) design manual and
worksheets have been used to perform drainage calculations for this study.
2.1.1 Site Soils
The characteristics of the soils on the site contribute to the amount of storm runoff. Regional
soil information is obtained from the National Resource Conservation Service (NRCS) Web Soil
Survey. The entirety of the site soils are Valent sands with slopes of 3% to 9% classified as
Hydrologic Soil Group (HSG) A. The existing regional soil information obtained from NRCS is used
for all runoff calculations in undeveloped areas.
See Appendix B for the regional NRCS Web Soil Survey of this site.
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Final Drainage.docx
Samuel Engineering
CURETON MIDSTREAM, LLC
BLACK CREEK COMPRESSOR STATION
PROJECT NUMBER: 18194
CE -201, REV. B
FINAL DRAINAGE REPORT
PAGE 2 of 7
2.1.2 Design Storm
The design storms considered for this site are the 10 -year 1 -hour and the 100 -year 1 -hour
events. The rational method is used for determining peak flows and the FAA method is used for
determining the runoff volume for the design storm. Both of these methods require the design
storm rainfall depth as an input to perform the calculations. The rainfall depth for each design
storm are:
10 -year 1 -hour = 1.44 in
100 -year 1 -hour = 2.66 in
Refer to Appendix C for NOAA Atlas 14, Volume 8, Version 2 Rainfall Data.
2.1.3 Pre -Development and Overall Post -Development Site Imperviousness
The existing site and surrounding areas that contribute storm runoff consist of undeveloped
pasture land with no pavement or structures present so the pre -developed imperviousness is
assumed to be the historical value of 2.0%.
Final site development will include gas process equipment and structures such as compressor
skids, storage tanks, compressors, etc. with access roads and gravel pads as well as the
detention pond surface. The developed site contributing to the detention pond will have a
composite imperviousness of 52.56%. The runoff from the developed facility pad is diverted into
a detention pond to attenuate the flows to historic values.
See Appendix D for composite imperviousness calculations.
2.1.4 Peak Flowrate Calculations
Peak flowrates at design points for each drainage basin are calculated following the UDFCD
design manual and worksheets. Inputs for rational method calculations are determined from
construction drawings BCCS-CE-610, Pre -Developed Drainage Basin Map and BCCS-CE-611,
Developed Drainage Basin Map.
Refer to Appendix.' for construction drawings.
The rational method calculations are developed using Urban Drainage and Flood Control District
Worksheet "UD-Rational v1.02a.xls".
The proposed site is part of an existing drainage basin that currently drains overland to a natural
wash south of the site. The pre -developed major drainage basin (EX -1) will be affected by the by
the development of the facility pad and all offsite flows will be routed around the site to rejoin
historic flow patterns. Basin EX -1 is undeveloped and has a 10 -year runoff coefficient C10 = 0.07
and a 100 -year runoff coefficient C100 = 0.22. The resulting existing peak flows at Design Point
EX -1 are Qio = 7.52 cfs and Qioo = 43.48 cfs. (See Appendix E, Page E-2 and E-3)
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Final Drainage.docx
Samuel Engineering
CURETON MIDSTREAM, LLC
BLACK CREEK COMPRESSOR STATION
PROJECT NUMBER: 18194
CE -201, REV. B
FINAL DRAINAGE REPORT
PAGE 3 of 7
The developed Basin PR -1 contributing to cross -culvert (Culvert 1) required for the new access
road will remain substantially undeveloped and has a 10 -year runoff coefficient C10 = 0.07 and a
100 -year runoff coefficient C1oo = 0.22. The resulting peak flows at Design Point 1 are Qlo = 6.36
cfs and Qloo = 36.78 cfs. The resulting flows at Design Point 1 are the design flows for Culvert 1
which conveys the flow to rejoin existing flow patterns. (See Appendix E, Page E-4 and E-5)
The developed equipment pad is required to drain to a detention pond, and as such, the 10 -year
1 -hour "Historic" peak flow rate (contributing area to pond with 2.0% imperviousness value)
must be determined as this is the maximum allowable discharge rate from the detention pond.
The basin draining to the detention pond (PR -2) has a contributing area of 3.16 acres. The
historic Basin (H)PR-1 has a 10 -year runoff coefficient C10 = 0.07 resulting in a peak flowrate at
Design Point 1 of QH)10 = 0.77 cfs. This is the maximum allowable discharge rate from the
detention pond. (See Appendix E, Page E-6).
The developed Basin PR -2 contributing to the detention pond has a 10 -year runoff coefficient
C10 = 0.37 and a 100 -year runoff coefficient C100 = 0.46. The resulting peak flows at Design Point
2 are Qlo = 4.05 cfs and Qloo = 9.36 cfs. The resulting flows at Design Point 2 are the design flows
for the inlet and culvert that drain into the detention pond. The 100 -year developed peak flow
will be used as the design flow for the pond overflow weir. (See Appendix E, Page E-7 and E-8)
2.2 DETENTION POND DESIGN
2.2.1 Pond Volume Calculations
The detention pond for this site is required to have capacity to store the runoff volume from the
100-yr 1 -hour storm and release at the "historic" 10 -year peak flowrate. The detention pond is
designed following the recommendations of the UDFCD Urban Strom Drainage Criteria Manual
(Volume 3) with ability to collect the Water Quality Capture Volume (WQCV) and discharge
within 40 hours.
The WQCV is determined empirically based on the contributing basin area and the
imperviousness. The required WQCV for the detention pond is 2,453 ft3.
(See Appendix F, Page F-2)
The required storage volumes for the design storms are computed using the FAA method. This
method allows for a simplistic calculation of required storage volume while restricting the pond
outflow to the required allowable peak flowrate of Q(H)10 = 0.77 cfs. These calculations are
developed using Urban Drainage and Flood Control District Worksheet "UD-Detention
v2.35.xls". The required storage volume for the 10 -year design storm is 4,534 ft3 and the
required storage volume for the 100 -year design storm is 14,731 ft3. (See Appendix F, Page F-3)
2.2.2 Pond Stage -Storage for Discharge Calculations
Following the determination of the required storage volumes for the detention pond, the pond
is designed to allow for the storage of the runoff. The proposed detention pond required
volume is achieved by utilizing an existing natural depression on the site.
S:\Projects\18194_Black_Crk_Compressor\Engineering\Civil\Reports\Drainage Report\Final Drainage Report\Rev Moreton Black Creek CS
Final Drainage.docx
Samuel Engineering
W. Prows* So*svn,
CURETON MIDSTREAM, LLC
BLACK CREEK COMPRESSOR STATION
PROJECT NUMBER: 18194
CE -201, REV. B
FINAL DRAINAGE REPORT
PAGE 4 of 7
(See Appendix J for construction drawings)
The stage -storage relationship is determined by calculating incremental contour areas and using
the average end area method for computing volume. The key stages for storage volumes are
identified to allow for discharge calculations for the pond outlet structure.
(See Appendix G for pond stage -storage information)
2.2.3 Pond Outlet Structure Design
The detention pond will discharge through a flow control structure and pond outlet pipe at the
allowable "historic" peak flowrate. The outflow from the pond is controlled by orifices which are
designed using steady state flow computations that account for the lowering stage of the pond
as it drains. The stage at each key storage volume is input as the headwater depth on the weir to
determine the required size of the weir.
The first stage of flow control on the outlet structure is the WQCV orifice. The WQCV is intended
to have a 40 -hour residence time in the detention pond. With maximum headwater at elevation
at 4638.09 ft, the resulting orifice is three 5/8" diameter holes with centroid elevations at
4637.23 ft, 4637.46 ft, and 44637.68 ft. (See Appendix H, Page H-2 and H-3)
It is intended that the runoff volumes above the WQCV and up to the 100 -year design storm
outflow will be controlled by adding a restrictor plate to the structure discharge pipe, therefore
the overflow weir on the outlet structure will not control the flow and no additional flow control
orifices are required to be installed above the WQCV orifice plate. The 100 -year flow control
orifice is sized considering the maximum headwater elevation in the pond. With headwater at
elevation 4639.10 ft, the bottom of the restrictor plate will be placed at an elevation of
4637.41 ft so that the peak flow at maximum pond depth will not exceed the maximum
allowable peak discharge rate of 0.77 cfs. (See Appendix H, Page H-4 and H-5)
The flow velocity out of the pond discharge pipe should be designed to be below 3.00 ft/s to
reduce potential of scour and sediment transportation from the outfall. The flow rate is
controlled by the 100 -year restrictor plate and the velocity is controlled by flattening the pipe
slope. The 12" RCP outfall pipe has a slope of 0.15% which yields a peak velocity of 1.81 ft/s at
the maximum flow rate 0.77 cfs. Riprap outlet protection will be added to the outfall as a best
management practice, but since the velocity is less than 3.00 ft/s, no additional scour protection
is required. (See Appendix H, Page H-6)
The pond is equipped with an emergency overflow spillway to safely pass storm water flow in
excess of the design storm volume. This emergency overflow spillway is designed for the
developed 100 -year peak runoff rate of Qloo = 9.63 cfs while maintaining a flow depth of less
than 6" over the spillway elevation. The overflow weir is designed with side slopes at 4H:1V cut
to the top of the pond embankment. With a spillway width of 15.00 ft, the depth of flow over
the spillway is 0.32 ft. (See Appendix H, H-8)
To ensure that the detention pond does not infringe upon water rights, it must be designed to
drain the full volume within 72 -hours. The discharge rate varies as the pond depth decreases
S:\Projects\18194_Black_Crk_Compressor\Engineering\Civil\Reports\Drainage Report\Final Drainage Report\Rev B\Cureton Black Creek CS
Final Drainage.docx
Samuel Engineering
t4♦ A.wrch' S..h.r.w
CURETON MIDSTREAM, LLC
BLACK CREEK COMPRESSOR STATION
PROJECT NUMBER: 18194
CE -201, REV. B
FINAL DRAINAGE REPORT
PAGE 5 of 7
and the pond outflow is controlled by two flow control stages. The 100 -year restrictor plate will
be activated from the maximum water surface elevation of 4639.10 ft until the pond drains to
the top of the WQCV orifice plate at 4638.09 ft and drains this volume from the pond in 5.28
hours. The WQCV orifice will be activated from when the water surface elevation drains to the
top of the WQCV orifice plate at 4638.09 ft and will control the flow until the pond is empty. The
WQCV drains completely in an additional 39.97 hours for a total drain time from full of 45.25
hours. The pond adequately meets the requirements for drain down time by not detaining
water for a period of more than 72 -hours following the design storm.
(See Appendix H, Page H-4
2.3 HYDRAULICS
Due to the type of plant being constructed the site grading will have minimum slopes with the
majority of onsite runoff being conveyed by sheet flow and using culverts to pass flow beneath
plant roads. Shallow swales will be utilized direct flow to the conveyance facilities. The swales
will have shallow slopes and low velocity flows.
2.3.1 Culverts
Site culverts are designed to pass the 10 -year design storm peak flows and control the 100 -year
design storm without damaging critical infrastructure. The site culvert sizes are verified using
Autodesk Hydraflow Express which produces hydraulic grade lines and determines the
relationship of headwater depth to pipe diameter (Hw/D). To reduce the likelihood of damage
to critical infrastructure the Hw/D should be approximately 2.0 and flow over roads should not
exceed 6" in depth.
Culvert 1 is a double 18" diameter CMP with flared end sections (or mitered to conform to
slope). This culvert will safely pass the design 10 -year storm with an Hw/D ratio of 0.80. The
culvert conveys the design 100-yr storm with and Hw/D ratio of 1.86 and may build enough
head to overtop the access road by up to 0.14 ft. (See Appendix I, Pagel -2 and 1-3)
Culvert 2 is an 18" diameter RCP connected to a drop inlet on the pad. This culvert will safely
pass the design 10 -year storm with an Hw/D ratio of 0.75. The culvert also safely conveys the
design 100-yr storm with and Hw/D ration of 1.46 and the hydraulic grade line remains well
below the top of the inlet so local ponding is unlikely. (See Appendix I, Pagel -3 and 1-4)
2.3.2 Ditches
Roadside conveyance ditches are utilized in cut areas to convey offsite flows around the
developed site and the detention pond. These ditches will receive minimal inflows due to the
positioning of the pad near the crest of a natural ridgeline.
2.4 GRADING AND DRAINAGE DESIGN
The results of this drainage study have been incorporated into the project construction
drawings. See Appendix .1 for Grading and Drainage Plans and Details.
S:\Projects\18194_Black_Crk_Compressor\Engineering\Civil\Reports\Drainage Report\Final Drainage Report\Rev B\Cureton Black Creek CS
Final Drainage.docx
Samuel Engineering
w. a..wd. Sobban.
CURETON MIDSTREAM, LLC
BLACK CREEK COMPRESSOR STATION
PROJECT NUMBER: 18194
CE -201, REV. B
FINAL DRAINAGE REPORT
PAGE 6 of 7
3.0 POND MAINTENANCE REQUIREMENTS
The structural and functional integrity of the detention basin shall be maintained at all times by
removing and preventing drainage interference, obstructions, blockages, or other adverse
effects into, through, or out of the system.
3.1 ROUTINE MAINTENANCE
3.1.1 Inspections
Routine inspections shall be performed a minimum of 2 times annually and after major rainfall
events.
3.1.2 Sediment and Debris Management
Periodic silt removal shall occur when standing water conditions occur or the pond's storage
volume is reduced by more than 10%. Silt shall be removed and the pond/basin returned to
original lines and grades shown on the approved engineering plans (See Appendix J). In addition,
corrective measures are required any time a basin does not drain completely within 72 hours of
cessation of inflow.
Accumulated litter, sediment, and debris shall be removed every 6 months or as necessary to
maintain proper operation of the basin. Disposal shall be in accordance with federal, state and
local regulations.
3 1.3 Vegetation Management
Detention facilities shall be mowed monthly between the months of April and October or
anytime vegetation exceeds 12 -inches in height.
3.2 NON -ROUTINE MAINTENANCE
3.2.1 General
The detention basin shall be kept free of excess trash and debris, poisonous and noxious weeds,
contaminants and pollution, rodent holes, standing water harboring insects, and unwanted
vegetation growth (i.e. trees). These potential defects shall be repaired or mitigated to the
original state within 30 days from the date of observation.
3.2.2 Facility Repairs
If upon routine inspection any signs of damage to the outlet structure, forebay, trickle channel,
outlet pipe, emergency spillway, or pond embankment are observed, the feature shall be
repaired to the original state within 30 days from the date of observation.
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Final Drainage.docx
Samuel Engineering
it. P.uwi:P 5t.hr..O.r•
CURETON MIDSTREAM, LLC
BLACK CREEK COMPRESSOR STATION
PROJECT NUMBER: 18194
CE -201, REV. B
FINAL DRAINAGE REPORT
PAGE 7 of 7
4.0 CONCLUSION
This drainage study has been prepared in accordance with the Weld County Storm Drainage
Criteria and Urban Drainage Criteria Manuals and accepted Professional Engineering Practices.
This drainage study has been designed to convey developed flows through an extended
detention basin pond designed with controlled discharge rates for the minor and major storms.
The flows then travel through established drainage ways in a manner consistent with the
predevelopment drainage patterns. With a properly constructed and maintained pond along
with the proposed erosion control measures this development will not adversely impact the
existing drainage or existing downstream developments.
S:\Projects\18194_Black_Crk_Compressor\Engineering\Civil\Reports\Drainage Report\Final Drainage Report\Rev B\Cureton Black Creek CS
Final Drainage.docx
Samuel Engineering
I
SECTION
5
SECTION
I
4
SECTION 33
SECTION
EL___ SITE
SECTION
T03 R62W
9
6T" PM
SECTION 10
8
SECTION 17
VICINITY
MAP
SECTION 15
I SCALE 1" = 2000`
Appendix B:
NRCS Web Soil Survey
Hydrologic Soil Group —Weld County. Colorado. Southern Part
(Cureton Lost Creek Site)
40' I S 50"+
F
F
40" 14 1SN
556402
5559013
550®
I
567202
wet
0
554®0
A
I 1 1 I I
552[00 55500 wnn 555A0 559200
Map Scale 1:20.00011 ported on Alandscape (11" x 8.5") sheet.
Meters
0 250 500 1000 1500
Feet
0 500 1000 2000 3003
Map proietlien VIk6 Mercator Corner coordinates V1 S84 Edge tics OM Zone 13N V1CIS84
Natural Resources
Web Soil Survey
Conservation Service National Cooperative Soil Survey
55r
567400
55.0
558200
552200
m
I
8/6/2018
Page 1 of 4
40' 1550'N
40' 14 1W N
Hydrologic Soil Group —Weld County Colorado. Southern Part
(Cureton Lost Creek Site)
MAP LEGEND MAP INFORMATION
Area of Interest (AO')
J Area of Interest (AOI)
Soils
Soil Rating Polygons
s
C
A
a�o
B
at
C
CID
D
Not rated or not available
Sod Rating Lines
— A
ti NO
— B
"y &D
N C
— CrD
N D
• a Not rated or not available
Soil Rating Points
•
•
•
A/D
B
B/D
•
•
•
C
C/D
D
a Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
as. Interstate Highways
N US Routes
Major Roads
Local Roads
Background
Aenal Photography
The soil surveys that comprise your AOl were mapped at
1 24.000.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map Natural Resources Conservation Service
Web Soil Survey URL
Coordinate System Web Mercator (EPSG 3857)
Maps from the Web Sal Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area. such as the
Albers equal-area conic projection. should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version dates) listed below.
Soil Survey Area Weld County, Colorado, Southern Part
Survey Area Data Version 16. Oct 10. 2017
Soil map units are labeled (as space allows) for map scales
1 50,000 or larger.
Date(s) aenal images were photographed Jul 17. 2015 -Sep
22. 2016
The orthophoto or other base map on which the soil fines were
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.
isNatural Resources
Conservation Service
Web Sod Survey
National Cooperative Soil Survey
8/6/2018
Page 2 of 4
Hydrologic Soil Group —Weld County Colorado. Southern Part
Cureton Lost Creek Site
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOl
Percent of AOI
49
Osgood sand, 0 to 3
percent slopes
A
115 4
7 1
69
Valent sand, 0 to 3
percent slopes
A
83.7
5.2%
70
Valent sand. 3 to 9
percent slopes
A
1 421 3
87.7%
Totals for Area of Interest
1 620.4
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A. B. C. and D) and
three dual classes (ND, B/D, and C/D). The groups are defined as follows.
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep. moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of days that have a high shnnk-swell
potential, soils that have a high water table. soils that have a daypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D. BID, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
wigNatural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
8/6/2018
Page 3of4
Precipitation Frequency Data Server https://hdsc.nws.noaa.gov'hdsc/pfds/pfds_printpage.html?Iat=40.2487&...
NOAA Atlas 14, Volume 8, Version 2
Location name: Roggen, Colorado, USA*
Latitude: 40.2487°, Longitude: -104.3358°
Elevation: 4637.67 ft**
* source ESRI Maps
** source USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Pence. Deborah Martin, Sandra Pavlovic, Ishani Roy Michael St. Laurent, Carl Trypaluk. Dale
Unruh, Michael Yekta. Geoffery Bonnin
NOAA National Weather Service Silver Spring, Maryland
PF tabular 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
1000
5 -min
0.252
(0.201-0.318)
0.304
(0.243-0.384)
0.401
(0.319-0.508)
0.494
(0.390-0.627)
0.637
(0.494-0.855)
0.761
(0.572-1.03)
0.896
(0.649-1.24)
1.05
(0.725-1.48)
1.26
(0.839-1.82)
1.44
(0.925-2.08)
10 -min
0.369
(0.294-0.465)
0.445
(0.355-0.562)
0.588
(0.467-0.744)
0.723
(0.571-0.919)
0.933
(0.723-1.25)
1.11
(0.837-1.51)
1.31
(0.951-1.81)
1.53
(1.06-2.16)
1.85
(1.23-2.66)
2.11
(1.35-3.05)
15 -min
0.450
(0.359-0.568)
0.543
(0.433-0.686)
0.717
(0.570-0.908)
0.881
(0.696-1.12)
1.14
(0.881-1.53)
1.36
(1.02-1.84)
1.60
(1.16-2.21)
1.87
(1.29-2.63)
2.25
(1.50-3.25)
2.57
(1.65-3.72)
30 -min
0.602
(0.480-0.759)
0.726
(0.579-0.917)
0.958
(0.761-1.21)
I 1.18
(0.930-1.50)
1.52
(1.18-2.04)
1.81
(1.36-2.45)
2.13
(1.55-2.94)
2.49
(1.73-3.51)
3.00
(2.00-4.33)
r 3.42
I (2.20-4.95)
2.24
(1.69-3.04)
2.66
(1.93-3.67)
3.12
(2.17-4.41)
3.79
(2.53-5.48)
4.35
(2.80-6.29)
60 -min
0.744
I(0.594-0.939)
0.889
(0.709-1.12)
1.17
(0.929-1.48)
1.44
(1.14-1.83)
1.87
(1.45-2.52)
2 -hr
0.886
(0.713-1.11)
1.05
(0.846-1.32)
1.38
(1.10-1.73)
1.70
(1.35-2.14)
2.22
(1.74-2.97)
2.67
(2.03-3.60)
3.18
(2.33-4.37)
3.75
(2.63-5.26)
4.58
(3.08-6.57)
5.27
(3.42-7.56)
3 -hr
0.968
(0.783-1.20)
1.14
(0.921-1.42)
1.49
(1.20-1.86)
1.83
(1.47-2.30)
2.39
(1.89-3.20)
2.90
(2.22-3.88)
3.46
(2.55-4.73)
4.09
(2.89-5.72)
5.03
(3.40-7.18)
5.80
(3.79-8.28)
6 -hr
1.12
(0.914-1.38)
1.32
(1.07-1.63)
1.71
(1.39-2.11)
2.09
(1.69-2.60)
2.72
(2.16-3.59)
3.27
(2.52-4.33)
3.88
(2.89-5.25)
4.57
(3.25-6.32)
5.58
(3.81-7.89)
6.42
(4.23-9.08)
12 -hr
1.30
(1.07-1.59)
1.55
(1.27-1.89)
2.00
(1.64-2.45)
2.42
(1.97-2.98)
3.08
(2.45-3.98)
3.63
(2.81-4.73)
4.24
(3.16-5.64)
4.90
(3.50-6.67)
5.85
(4.02-8.15)
6.62
(4.41-9.27)
24 -hr I
ffff 1.54
(1. 28-1.87)
I 1.81 I
(1.50-2.19)
2.30
(1.90-2.79)
2.74
(2.25-3.34)
3.42
(2.74-4.36) I
r 3.99
(3.11-5.13)
4.60
(3.46-6.05)
5.26
(3.79-7.08)
6.21
(4.30-8.55)
6.97
(4.68-9.67)
2 -day
1.77
(1.48-2.13)
2.09
(1.74-2.51)
2.63
(2.19-3.17)
3.11
(2.58-3.76)
3.82
(3.07-4.80)
4.40
(3.45-5.58)
5.01
(3.79-6.49)
5.65
(4.10-7.51)
6.55
(4.57-8.92)
7.27
(4.93-9.99)
a
3-da
1.94
(1.63-2.32)
2.26
I (1.89-2.70) I
2.81
(2.35-3.36)
3.29
1 (2.73-3.95)
4.00
(3.23-4.99)
4.58
(3.61-5.78)
5.20
(3.95-6.69)
5.85
(4.27-7.72)
6.76
(4.74-9.14)
7.48
(5.10-10.2)
4 -day
2.07
(1.75-2.46)
2.39
(2.01-2.84)
2.95
(2.47-3.51)
3.43
(2.86-4.11)
4.15
(3.36-5.15)
4.73
(3.74-5.94)
5.34
(4.08-6.85)
5.99
(4.39-7.88)
6.90
(4.86-9.30)
7.62
(5.22-10.4)
7 -day
2.36
(2.00-2.78)
2.72
(2.31-3.21)
3.33
(2.82-3.94)
3.86
(3.24-4.58)
4.59
(3.74-5.63)
5.18
(4.12-6.42)
5.78
(4.44-7.33)
6.41
(4.72-8.32)
7.25
(5.14-9.66)
7.91
(5.46-10.7)
10 -day
2.61
(2.22-3.06)
3.01
(2.57-3.54)
3.68
(3.12-4.33)
4.24
(3.57-5.00)
5.00
(4.08-6.08)
5.60
(4.46-6.89)
6.20
(4.77-7.79)
6.80
(5.03-8.77)
7.61
(5.41-10.1)
8.22
(5.70-11.0)
20 -day
3.36
(2.89-3.91)
3.86
(3.31-4.48)
4.64
(3.97-5.41)
5.29
(4.50-6.18)
6.15
(5.04-7.35)
6.79
(5.45-8.24)
7.42
(5.76-9.21)
8.04
(5.99-10.2)
8.84
(6.34-11.5)
9.43
(6.60-12.5)
30 -day
3.99
(3.44-4.61)
4.55
(3.93-5.26)
5.45
(4.69-6.32)
6.17
(5.28-7.18)
7.12
(5.86-8.46)
7.83
(6.31-9.43)
8.50
(6.63-10.5)
9.16
(6.85-11.6)
9.99
(7.20-12.9)
10.6
(7.45-14.0)
45 -day
4.76
(4.13-5.46)
5.43
(4.71-6.24)
6.49
(5.61-7.48)
7.33
(6.30-8.47)
8.41
(6.95-9.91)
9.20
(7.45-11.0)
9.94
(7.79-12.2)
10.7
(8.01-13.3)
11.5 12.1
(8.34-14.8) (8.59-15.9)
60 -day
5.39
(4.70-6.16)
6.18
(5.37-7.07)
7.39
(6.41-8.48)
8.34
(7.20-9.61)
9.56
(7.92-11.2)
10.4
(8.46-12.4)
11.2
(8.81-13.6)
12.0
(9.03-14.9)
12.9 13.5
(9.34-16.5) (9.57-17.6)
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) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at
upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
C-2
I of 4 6/27/2018, 5:17 PM
Precipitation Frequency Data Server
https: `'hdsc.nws.noaa.govhdsc/pfds/pfds_printpage.html?lat=40.2487&...
Precipitation depth (in)
i 1.0
5
a
• 8
.o
c
O 6
V
cu 0 • 4
PDS-based dep:h-duration-frequency (DDF) curves
Latitude. 40 2487c, Longitude- -104 3358:
Average recurrence interval (years)
NOAA Atlas 14, Volume 8. Version 2
Created (GMT): Wed Jun 27 23:16-10 2018
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
1
2
5
10
25
50
100
200
500
1000
Duration
5-m+n
10- nun
15 -mm
30 -mm
60 -men
2 -hr
3 -hr
6 -hr
12 -hr
24 hr
ilMEIMED
2 -day
3 -day
4 -day
7 -day
10 -day
20 -day
30 -day
45 -day
60 -day
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Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds jrintpage.htm I?Iat=40.2487&...
I
I
2km
r 1
1mi
Large scale terrain
Large scale map
Large scale aerial
C-4
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Precipitation Frequency Data Server https://hdsc.nws.noaa.govihdsc/pfds/pfds_printpage.html?Iat=40.2487&...
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.QuestionsCTnoaa.gov
Disclaimer
C-5
4 of 6/27/2018. 5:17 PM
Appendix D:
Area Weighted Imperviousness Values
AREA WEIGHTED IMPERVIOUSNESS VALUES
CURETON BLACK CREEK COMPRESSOR STATION
SECTION 9, TOWNSHIP 3 N, RANGE 62 W - WELD COUNTY, CO
HISTORIC CONDITIONS
Surface
Characteristic
Undeveloped
Basin 1
A, acre I, % Al Table R Percentage Imperviousness Values
3.16 2 6.32
Atota,, acre
0
'weighted, o
3.16
2.0
DEVELOPED CONDITIONS TRIBUTARY TO DETENTION POND
Surface
Characteristic
Basin 1A
A, acre I. % Al
Roofs
Equipment Pads
Gravel Roads
Gravel Surface/Roadbase
Pond Surface
Undeveloped
0.0041 90 0.37
0.1849 80 14.79
0.3497 80 27.98
2.0186 40 80.75
0.4208 100 42.08
0.1868 2 0.37
Moto(, acre
0
'weighted. �o
3.16
52.56
Land Use or
Surface Characteristics
Percentage
Impervcusness
Business:
Commercial areas
95
Neighborhood areas
85
Residents:
Stye -family
Mutt -unit (detached)
80
Mutt -unit (attached:
75
Half -acre lot or larger
•
Apartn^erns
80
IndustriaE:
LgM areas
80
Heavy areas
90
Parks, cerneteries
5
Paygrounds
10
Schools
50
Railroad yard areas
15
Undeveloped Areas:
Historic flan analysis
2
Greenbelts, agriculttra
2
Off -site flow analysis
(when land .Ese nc t defned;
45
Streets:
Paved
100
Gravel (packed)
40
Drive and waits
90
Roofs
90
Lawns. sancy soil
D
Lawns. clayey soil
D
' See Figures RU -S through RO-5 for percentage iripervo,sness.
Appendix E:
Hydrologic Calculations
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Cureton Black Creek Compressor Station (18194)
Basin EX -1 : Pre -Developed Pad Runoff (10-yr)
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
EX -1
37.91
2.00
A
Acres
ok
A. B, C, or D
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =
C1 =
C2=
C3=
P1=
10
28.50
10.00
0.786
1.44
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient, C =
0.07
0.00
(enter an ovende C value if desiredor leave blank to accept calculated C.)
(enter an ovende C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
O
Flaw Direction
4 —
Catchmeat
BonIary
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
2.5
5
7
10
15
20
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
input
Length
L
ft
input
500
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
N/A
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0069
0.00
0.17
50.19
1
0.0069
1.235
2
3
4
5
Sum
1.735
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc. I =
Rainfall Intensity at Regional Tc. I =
Rainfall Intensity at User -Defined Tc. I =
1.02
Z86
2.86
inch/hr
inch/hr
inch/hr
5.00
0.42
49.56
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
99.75
19.64
1a64
2.69
7.52
7.52
cfs
cfs
cfs
Basin EX -1 - 10-yr.xls. Tc and PeakQ 12/16/2018, 2:11 PM
E-2
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Cureton Black Creek Compressor Station (18194)
Basin EX -1 : Pre -Developed Pad Runoff (100-yr)
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Sod Type =
EX -1
3791
2.00
A
Acres
A. B. C, or U
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3
Design Storm Return Period, Tr =
C1 =
C2=
C3=
P1=
100
28.50
10.00
0.786
2.66
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient. C =
5-yr. Runoff Coefficient, C-5 =
Ovende 5-yr. Runoff Coefficient. C =
0.22
0.00
(enter an ovende C value if desired, or leave blank to accept calculated C.)
(enter an ovende C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
0 Beginning
Flaw D imtien
4
Catclment
Bo unitary
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
2.5
J
5
7
10
15
20
Calculations:
Reach
ID
Overland
Slope
S
nn
input
I_engin
L
ft
input
500
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
N/A
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0069
0.00
0.17
50.19
1
0.0069
1 235
2
3
4
5
Surn
1 735
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc. I =
Rainfall Intensity at Regional Tc. I =
Rainfall Intensity at User -Defined Tc. I =
1.89
5,28
5.28
inch/hr
inch/hr
inch/hr
500
042
49.56
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate. Qp =
Peak Flowrate, Qp =
Peak Flowrate. Qp =
99.75
19.64
19.64
15.54
43.48
43.48
cfs
cfs
cfs
Basin EX -1 - 100-yr.xls. Tc and PeakQ 12/16/2018, 2:10 PM
E-3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Cureton Black Creek Compressor Station (18194)
Basin PR -1 : Undeveloped Area Tributary to Culvert 1 (10-yr)
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
PR -1
31.30
2.00
A
Acres
ABCorD
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)"C3
Design Storm Return Period, Tr =
C1 =
C2=
C3=
P1=
10
28.50
10.00
0.786
1.44
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient. C =
Overide Runoff Coefficient. C =
5-yr. Runoff Coefficient, C-5 =
Ovende 5-yr. Runoff Coefficient. C =
Heavy
Meadow
Tillage/
Field
NRCS Land
Type
Conveyance
Calculations:
0.07
0.00
2.5
(enter an overide C value if desired. or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
5
Short
Pasture/
Lawns
Nearly
Bare
Ground
10
LEGEND
O Beea.l4
Flow Dilution
4-
Caiekareat
Booiary
Grassed
Swales/
Waterways
15
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Reach
ID
Overland
Slope
S
ft/ft
input
Length
L
ft
input
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
N/A
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0069
500
0.00
0.17
50.19
1
0.0069
1.074
2
3
4
5
Sum
1,574
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc. I =
Rainfall Intensity at User -Defined Tc I =
1.07
2.93
2.93
inch/hr
inch/hr
inch/hr
5.00
0.42
43.10
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate. Op =
Peak Flowrate. Qp =
Peak Flowrate. Qp =
93.29
18.74
18.74
2.33
6.36
6.36
cfs
cfs
cfs
Basin PR -1 - 10-yr.xls, Tc and PeakQ 12/16/2018. 3 47 PM
E-4
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Cureton Black Creek Compressor Station (18194)
Basin PR -1 : Undeveloped Area Tributary to Culvert 1 (100-yr)
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Sal Type =
PR -1
31.30
2.00
A
Acres
')/o
A B. C. or D
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3
Design Storm Return Period, Tr =
C1 =
C2=
C3=
P1=
100
28.50
10.00
0.786
2.66
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Ovende 5-yr. Runoff Coefficient, C =
0.22
0.00
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
O
Flow Direction
Oddment
BotiMary
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance it
2.5 I
5
7
10
15
20
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
input
IRuth
t
Input
500
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
N/A
Flow
Velocity
V
fps
output
Flow
Time
If
minutes
output
0.0069
0 00
1
0 0069
1 074
2
3
4
5
Sum
15 74
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc. I =
Rainfall Intensity at Regional Tc. I =
Rainfall Intensity at User -Defined Tc. I =
1.98 inch/hr
5.41 inch/hr
5.41 inch/hr
5,00
0.17
0.42
5019
43.10
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate. Qp =
Peak Flowrate. Op =
93.29
18.74
18.74
13.46
3638
36.78
cfs
cfs
cfs
Basin PR -1 - 100-yr.xls. Tc and PeakQ 12/16/2018, 3 47 PM
E-5
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Cureton Black Creek Compressor Station (18194)
Basin (H)PR-2 : Historic Peak Flow for Basin PR -2 (10-yr)
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
H)PR-2
3.16
2.00
A
Acres
0/0
A. B, C, or D
II. Rainfall Information I (inch/hr) = Cl * P1 /(C2 + Td)"C3
Design Storm Return Period. Tr =
C1 =
C2=
C3=
P1=
10
28.50
10.00
0.786
1.44
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient. C =
0.07
0.00
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an ovende C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
Hea:`;
Meat. ..
Tillage/
Field
LEGEND
O Begbaing
Flow Direction
Cawel► at
Boaaiary
NRCS Land
Type
Short
Pasture/
Lawns
Conveyance
2.5
7
Nearly
Bare
Ground
Grassed
Swales/
Waterways
10
15
Calculations:
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Reach
ID
Overland
Slope
S
ft/tt
input
Length
L
ft
input
500
5-yr
Runoff
Coeft
C-5
output
NRCS
Convey-
ance
input
N/A
0.0317
0.00
1
0.0317
20
2
3
4
5
Sum
520
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc. I =
Rainfall Intensity at Regional Tc. I =
Rainfall Intensity at User -Defined Tc. I =
2.23
3.50
3.50
inch/hr
inch/hr
inch/hr
5.00
Flow
Velocity
V
fps
output
0.27
0.89
Flow
Time
Tf
minutes
output
30.35
0.37
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate. Qp =
Peak Flowrate. Qp =
30.72
12.89
12.89
0.49
0.77
0.77
cfs
cfs
cfs
Basin (H)PR-2 - 10-yr.4s, Tc and PeakQ 12/18/2018, 9:40 AM
E-6
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Cureton Black Creek Compressor Station (18194)
Basin PR -2 : Developed Pad Runoff Tributary to Detention Pond (10-yr)
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
PR -2
3.16
52.56
A
Acres
ova
A. B, C, or D
II. Rainfall Information I (inch/hr) = Cl * P1 /(C2 + Td)AC3
Design Storm Return Period, Tr =
C1 =
C2=
C3=
P1=
10
28.50
10.00
0.786
1.44
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient, C =
0.37
0.32
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an ovende C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
Q Bminning
Flow Dimtion
Catchment
Boundary
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
7 I
10
15
20
Conveyance
2.5
5
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
input
Length
ft
input
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
N/A
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0050
300
0.32
0.16
30.78
1
0.0050
220
2
3
4
5
Sum
?n
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc. I =
Rainfall Intensity at Regional Tc I =
Rainfall Intensity at User -Defined Tc. I =
2.12
3.50
3.50
inch/hr
inch/hr
inch/hr
20 00
141
2.59
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate. Qp =
Peak Flowrate. Qp =
33.38
12.89
12.89
2.45
4.05
4.05
cfs
cfs
cfs
Basin PR -2 - 10-yrids. Tc and PeakQ 12/16/2018 4:46 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Cureton Blaco Creek Compressor Station (18194)
Basin PR -2 : Developed Pad Runoff Tributary to Detention Pond (100-yr)
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
PR -2
3.16
52.56
A
Acres
wo
A B. C, or D
II. Rainfall Information I (inch/hr) = Ci * P1 /(C2 + Td)AC3
Design Storm Return Period, Tr =
C1 =
C2=
C3=
P1=
100
28.50
10.00
0.786
2.66
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Ovende 5-yr. Runoff Coefficient, C =
0.46
0.32
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
0 Beginning
now Direction
Catchment
Boundary
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
2.5
5
7
1 n
15
20
Calculations.
Reach
ID
Overland
Slope
S
ft.ft
input
Length
L
ft
input
300
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
N/A
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0050
0.32
0.16
30.78
1
0.0050
220
2
3
4
5
S urn
5t0
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc. I =
Rainfall Intensity at Regional Tc. I =
Rainfall Intensity at User -Defined Tc. I =
3.92
6.47
6.47
inch/hr
inch/hr
inch/hr
20.00
1.41
2.59
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
33.38
12.89
12.89
5.66
9.36
9.36
cfs
cfs
cfs
Basin PR -2 - 100-yr.xls. Tc and Peak() 12/16/2018, 4 45 PM
E-8
Appendix F:
Detention Basin Volume by the Modified FAA Method
DESIGN POND VOLUMES
Water Quality Capture Volume
WQCV = —12[0.91/3 - 1.1912 + 0.78/]
where:
I = Percent Impervious (%100) = 52.56%
A = basin area (acres) = 3.16 ac
3
WQCV = 126 [0.91(0.5256)3 — 1.19(0.5256)2 + 0.78(0.5256)] = 0.0563 ac — ft
WQCV = 2, 453.10 cf
10-yr Runoff Volume
From FAA Worksheet —
V10 = 4,534 cf
100-yr Runoff Volume
From FAA Worksheet —
limo =14,731cf
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Cureton Black Creek Compressor Station
Basin ID. Storm Water Detention Pond - Developed Basin PR -2
(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)
t e -cent
acres
A B C or D
fears 12 S 10 25 50, or 100)
mnutes
cfs/acre
inches
Design Information (Input):
I, -
A =
Type =
^? ',i;
v,. .
Catchment Drainage Imper. ousne.>
Catchment Drainage Area
Aredevelopmenl NRCS Sad Group
Return Penod for Detenton Control
Time of Concentration of Watershed
Allowable Unit Release Rate
One -hour Precipitation
Design Rainfall IDF Formula i = C.• P,I(CrTe)"Ca
Coefficient One
'aerierenl Two
.ietficrent Three
I, =1
52 56
_ ak;r•n.ent Drainage Imperviousness
Catchment Drainage Area
Predevelopment MRCS Soil Group
Return Paned for Detention Control
Time of Concentration of Watershed
Allowable Unit Release Rate
One -hour Precfpitat+on
Design Rainfall IDF Formula I • CI' Pd(C1•TJ•Ca
Coefficient One
Coefficient Two
Coefficient Three
A =I
3 190
,ti
Type =
A
T =
10
T = _ ilia
Tc =
13
Tc = 1-(
v =I
0.24
q - - .) : 4
P, =
1.44
P. = 2 di,
Cr =.....
C. =
23.50
C.=
10
CI=
Cm •
10
0.789
. =
0.789
Determination of Average Outflow from the Basin (CalculatedL
_is
ifs
cubic feet
acre -ft
5 -Minutes!
Determination of Avenge Outflow from the Basin (Calculated):
cfs
cfs
cubic feet
acre -ft
- _soft Coefficwenl
inflow Peak Runoff
Allowable Peek
Outflow Rate
Mod. FAA Minor Storage
Mod. FAA Minor Storage
c- Enter Pared Ductal Ircrementd
C =
"unoff Coefficient
inflow Peak Runoff
Allowable Peak Outflow Rate
Mod. FAA Major Storage
Mud. FAA Major Storage
C = 0.48
open =
Op -out =
Volume=
Volumes
Increase Vela
-
6P -in =
OP -out =
Volume=
Volume=
9 37
0 77
0.77
4 534
14,131
0.104
Here (e.0. S for
0.338
5
Rainfall
Duration
minutes
(mptn3
Randal
Intensity
inches 1fr
[output)
Inflow
Volume
rre4eel
loutput3
AdjUsfinent
Factor
'rn'
(oulputl
Average
Outflow
els
tom)
Outflow
Volume
acre-feet
(output)
Storage
Volume
acre-feet
(output)
Ramat
Duration
minutes
1r+Putl
Rainfall
Intensity
inches (fru
(output)
Inflow
Volume
aa)e4eet
(out)
Adjusunenm
Factor
'm'
toutPul1
Average
Outflow
cfs
(output'
Outflow
Volume
acre-feet
(owl
Storage
Volume
we-feei
(ouSuti_
0
0 00 0.000
0.00
0.00
0.000
0.000
0
5
0.00
0000
0.00 0.00
0.000 0.000
5
10
15
20
4 84 0 039
1.00
0.77
0.005
0.034
0.052
0,084
8.95
0.090
1.00 0.77
0 005 0.085
3 66 0.063
3.24 0.079
1 00
0.93
0.77
0,72
0.84
0.011
0.015
10
15
7 13
5.98
0.144
0.181
1.00 0.77
093 0 72
0 011
0 015
0 134
0.186
2.80
2 48
0 091
0 101
0.t09
0.83
0,76
0.017
0.074
20
5.18
0.209
0.63 0.64
0.017
0.192
25
0.59
0 020
0.081
25
4.59
0.232
0.75 0.59
0-020 0.212
30
35
40
45
50
223
2.04
0.72 0.55
0.023
0.086
30
413
0.250
072 0.55
0.023 C,_'
0 116
0.69 0 53 0.025
0.090
35
40
3.76
0.266
0 69 0.53
0.025 a :4 '
1 37
1.74
0.122
0.56 D 51 0.028
0094
3.46
3.21
3.00
0.260
0.292
0.86 0.51
0.028
0 127
0.64 0.50
0 031
0 033
0.086
45
50
0.84 0.50
0.031
u : - '
1.62 0 172
0.63
0 fit
0.49
0 096
0.100
0.101
0.102
0,103
0.303 0.63 0.49
0.033
a .
55 I 52
0.136
3.48
047
0.036
0.039
55
2.81
0.313 0,62 0.48
0.038
0.039
0.277
60 144
0.140
0 144
0.147
0.150
0.61
0.60
0.59
60
65
70
2,65
0.322
0.81 0.47
0.283
65
70
136
1.29
1.23
046
0 46
0.041
0 044
2.51
2.39
0.330
0.338
0.60 0.46
059 0 46
0.041
0.044
0.289
0.294
75
60
0.59
0 45
0.047
0.104
75
2.28
0.345
0.59 0 45
0.047 0.299
118
1 13
1 08
0.153
0.155
0.56
045
0.049
0.052
0.104
80
2.16
0.352
0.56 0.45
0.049 0303
85
90
95
100
105
0.58
9.44
0 104
85
2.09
2 00
1.93
0.358
0.56 044 0.052
0.306
0.310
0.159
0.57
0 44
0.055
0.057
0 104
0.104
90
95
0.364
0.57 0.44
0.055
1.04
0 161
0 57
0 44
0.370
0.57 0.44
0.057
0.313
1.01
0164
0,57
0.56
044
0.080
0,063
0 104
0.103
lag
105
1.86
0.376
0,57 0.44
0.060
' 3'*:
C, A' ,
0.97 0.166
043
1.79
0.381
0.56 0.43
0.083
110 0.94 0168
0.56
0.43
0.065
0103
0.102
ITO 173
0.388
056 0.43
0065
115 0.91 0 170
0.56
0.43
0.068.
115 1.86
0.380
0 Se 043
0.088
_
120
125
aati
086
0.83
0172
0174
0.55
0,55
0.43
043_
0.071
0.073
0.076
0.101
0.101
120
125
130
135
140
145
150
155
1.63
1 56
1.54
149
1.45
1.42
0.395
0.399
0.404
0.55
0.55
D.43
0.43
0.071
0.073
.. _
_ -
130
0 176
0.55
0.42
0.100
0.099
0.098
0.097
0.006
0.095
0.094
0.55 0.42
0.078 C ..
135
140
145
0.81
0.79
0 178
0.55
0.42
0.078
0.408
0.412
0.55 042 0 078
0.329
0.179
0.55
0.42
0.081
0.55 0.42 0.081
0.331
077
0.75
0 181
0.1 B3
0:54
0.42
0.42
0.42
0.084
0.066
0.089
0.092
0.415
0.54 0.47
0.064
0.332
150
155
0.54
0.54
0.54
1.36
0.419
0.54 0.42
0 086
0 089
0 313
0.73 0 164
1.35
0.423
0.54 0.42
0_.334
180
0 71
0.70
0.68
0.67
0.65
0.64
0.186
0.42
160
1.32
0.426
0.54 0.42
0.092
0.334
165
170
175
180
185
0 187
0.188
0.54
0.54
0.42 0.094
0.093
0.091
165
170
175
180
165
190
195
200
1.29
0.430
0.54 0.42
0 094
0.335
0.41 0.097
1.28
0.433
0.54 0.41
0 097
0.336
0 190
0 191
0,54
034
0.41 0100
0.41 0.102
0.090
0 011x+
1.23
1.21
1 18
1 18
1.14
0 436
0 439
0.54 0 41
0.5A 0.41
0.100
0.102
0.335
0.337
0 193
0 5.4 041
0.105
0 108
0 08.:
0 086
i 0.085
0.083
0,442
0.54 0.41
0.105
0.337
190
195
200
0.63
0.62
0.194
0.53 0.4'
0.445
0.448
033
0.53
0.41
0.106
0.338
0195
0.53
0.41
0110
0.113
0.41
0110
0.338
0 60 0.196
0.53
053
0 53
0 41
041
1 12
0.451
0.53 0.41
0.113
0.338
205
210
0.50
0196
0,118
0.082
0.080
0 079
205
1.10
0.454
0.456
0.53 0.41
0,116
0.338
0.58
0 199
0 200
0.201
0.202
0.41 0.118
210
1.08
1.06
0.53 0.41
0,118
3.338
0 338
0.338
215
0.57
0.56
0.53
0.41 0 121
215
220
225
0.459
0.53 0.41
0.121
220
0.53
0.53
0 41 0.124
0.077
1 04
0.462
0 53 0 41
0.124
225
230
235
240
0.55
0.54
0.53
0.53
0 4i
0.126
0.075
0.074
0.073
0.071
0.070
0.068
0.056
0.065
0.083
0.06?
1.02
0.464
0.53 D.41
0.126 0 338
0 203
0204
0.5.3
0.53
0 41
0.41
0.129
0.132
230
235
240
245
250
255
260
255
1 00
0.99
0.97
098
0.467
0.469
0.472
0 474
0 53 0,41
0.53 0.41
0 129
0.732
0338
0.338
0 205
0.53
0.53
0 41
0 At
0.41
0.40
040
0 134
0,137
0.139
0.142
0 53 0 41
0 134
0.337
245 0.52 0 206
0 53
0.53
0.41
0 137
0.337
250
0.51
0 207
0.208
0.209
0.210
0.53
0.53
0.53
0.52
0.94
0.93
0.476
041
0 139
0.33'x'
0.336
255
260
0.50
0.50
0.49
0.45
0.47
0.47
0.479
0 53 0,40
0.53 0.40
0.142
0.145
0.145
0.91
0.90
0481
0.336
265
270
275
280
0 40
0.147
0.150
0 153
0.155
0 483
0 52 0.40
0 52 0.40
0.147
0.336
0.211
0.212
0.213
0 214
0.215
0.52
0.52
0.52
0 40
0.40
0.40
270
775
280
285
290
295
300
0,89
0,68
0.86
0.85
0.84
0 83
0 485
0.487
D.489
0 491
0.494
0.150
0.135
0.059
0.058
0 056
0.054
0.052
0.051
0 52 0 40
0 153
0.335
0.52
0.52
0.52
0.40
0.755
0.334
285
290
295
300
0 46
0.46
0.45
0.44
9.52 0 40
0 52 0.40
0.158
0.151
0.163
0.166
0.40
0.40
0.158
0 161
0.333
0 331
0.216
0 217
0.52 0.40
0.52 0 40
0.496
0.497
0.52 0.40
0 163
0.332
0.331
0.82
0.52 0.40
0.168
Mod. FAA Minor Storage Volume (cubic R) • 4,534 Mod. FAA Major Storage Volume (cubic R) •
Mod. FAA Minor Storage Volume (acre -4)= 0.1041 Mod. FAA Major Storage Volume (acre -R)•
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35. Released January 2015
14,731
0.3382
Curation Slack Creek CS - UD-Ostenton +2.35 (FAA),ds. Modified FAA
F-3
12,19 20+r1 . .1.3
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Cureton Black Creek Compressor Station
Basin ID: Storm Water Detention Pond - Developed Basin PR -2
Inflow and Outflow Volumes vs. Rainfall Duration
Volume (acre-feet)
0.6
0.5
0.4
03
0.2
0.1
•.•••
•
••••••••••
••••••••••••••••••••••••••••
•
•
•
OOO
' J-1°COOOO
- O O O O JO JOC
000,E 4-1OOOOO
50 100 150 200
Duration (Minutes)
250
300
1/indv a.vm5Ln np '.nPM, a "i-FII •\ I. • it, r• _M In
• Major Sam crate Van
350
.e
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015
Cureton Black Creek CS - UO-Detertaon_e2 35 (F AA) ifs. Modified FAA I2'16O01 B. 1 13 PM
F-4
Appendix G:
Detention Basin Stage -Storage
Cureton Black Creek CS - Detention Pond Stage -Storage
Calculation By M Cloud
Date:
12/16/2018
Contour
Elevation
Contour
Area
Depth
Incremental
Volume Avg. End
Cumulative Volume
Avg. End.
ft
ft`
ft
ft'
ft'
4637 20
0.00
0.00
0.0000
0 00
4637 21
0.26
0.01
0.0013
0.00
4637.22
1.03
0.01
0.0065
0.01
4637.23
2.32
0.01
0.0167
0.02
4637.24
4.13
0 01
0.0323
0.06
4637 25
6.45
0.01
0.0529
0.11
4637.26
9.29
0 01
0.0787
0.19
4637.27
12.65
0.01
0.1097
0.30
4637.28
16.52
0.01
0.1458
0.44
4637.29
20.90
0.01
0.1871
0.63
4637 30
25.81
0.01
0.2336
0.86
4637 31
31.23
0.01
0.2852
1.15
4637 32
37.16
0.01
0.3419
1.49
4637.33
43.61
0.01
0.4039
1.90
4637.34
50.58
0.01
0.4710
2.37
4637.35
58.06
0.01
0.5432
2.91
4637.36
66.06
0.01
0.6206
3.53
4637.37
74.58
0.01
0.7032
4.23
4637 38
83.61
0.01
0.7910
5.02
4637.39
93.16
0.01
0.8839
5.91
4637.40
103.46
0.01
0.9831
6.89
4637.41
117.82
0.01
1.1064
8.00
4637.42
137.35
0.01
1.2759
9.27
4637.43
162.04
0.01
1.4970
10.77
4637.44
191.89
0.01
1.7696
12.54
4637.45
226.90
0.01
2.0940
14.63
4637.46
267.07
0.01
2.4699
17.10
4637.47
312.41
0.01
2.8974
20.00
4637.48
362.90
0.01
3 3765
23.38
4637 49
418.56
0.01
3.9073
27 29
4637 50
479.38
0.01
4.4897
31.78
4637.51
545.36
0.01
5.1237
36.90
4637.52
616.50
0.01
5.8093
42.71
4637 53
692.80
0.01
6.5465
49.25
4637 54
774.26
0.01
7.3353
56.59
4637.55
860.88
0.01
8 1757
64 77
4637.56
952.67
0.01
9.0678
73.83
4637.57
1049.62
0.01
10.0114
83.84
4637.58
1151.72
0.01
11.0067
94.85
4637 59
1258.99
0.01
12 0536
106.90
4637 60
1371.42
0.01
13 1521
120.06
4637.61
1489.02
0.01
14 3022
134.36
4637 62
1611.77
0.01
15.5040
149.86
4637.63
1739.68
0.01
16.7573
166.62
4637.64
1872.76
0.01
18.0622
184 68
4637 65
2010.55
0.01
19 4165
204.10
4637 66
2149.52
0.01
20.8004
224.90
4637.67
2288.89
0.01
22.1921
247.09
4637.68
2428.65
0.01
23.5877
270.68
4637.69
2568.81
0.01
24.9873
295.67
4637 70
2709.37
0.01
26 3909
322.06
4637 71
2850.33
0.01
27 7985
349.86
4637 71
2991.69
0.01
29 2101
379.07
4637.73
3133.45
0.01
30.6257
409.69
4637.74
3275.60
0.01
32.0453
441.74
4637 75
3418.15
0.01
33.4688
475.21
4637 76
3561 11
0.01
34.8963
510.10
4637 77
3704.46
0.01
36 3279
546.43
4637 78
3848.20
0.01
37 7633
584.19
4637 79
3992.35
0.01
39.2028
623.40
4637.80
4136.89
0.01
40.6462
664.04
4637.81
4281.84
0.01
42 0937
706.14
4637.82
4427.18
0.01
43.5451
749 68
4637.83
4572.92
0.01
45 0005
794.68
4637.84
4719.06
0.01
46.4599
841.14
4637,85
4865.59
0.01
47.9233
889.06
4637.86
5012.53
0.01
49.3906
938.46
4637.87
5159.86
0.01
50.8620
989-32
4637.88
5307.60
0.01
52 3373
1041.65
4637.89
5455.73
0.01
53.8167
1095.47
4637.90
5604.25
0.01
55.2999
1150.77
4637.91
5753.18
0.01
56.7872
1207.56
4637.92
5902.51
0.01
58.2785
1265.84
4637.93
6052.23
0.01
59 7737
1325.61
4637-94
6202.35
0.01
61 2729
1386.88
4637.95
6352.87
0.01
62 7761
1449.66
4637.96
6503.79
0.01
64.2833
1513.94
4637.97
6655.11
0.01
65.7945
1579.74
4637 98
6806 80
0.01
67 3095
1647.05
4637.99
6958.50
0.01
68 8265
1715.87
4638.00
7110.11
0.01
70 3431
1786 22
4638.01
7261.64
0.01
71 8588
1858.07
4638.02
7413.08
0.01
73-3736
1931.45
4638.03
7564.44
0.01
74 8876
2006.34
variable user input
Note: The user inputs the measured contour area for each contour elevation interval as mesured from
the design pond.
V=AB +ATd
2
where:
V = Incremental Average End -Area Volume (ft3)
AD = contour area at bottom of depth increment (ft')
Al= contour area at top of depth increment (ft')
d = incremental depth (ft)
Cureton Black Creek Stage -Storage
Interval
(ft)
Elevation
(k)
Area
(k2)
Volume
( ft
Description
0.00
4637.20
0.00
0.00
0.30
4637.50
479.38
31.78
0.80
4638.00
7110.11
1786 22
0 89
4638.09
8470 77
2487 41
WQCV:
1.10
4638.30
11303.23
4584.76
10-yr Elevation-.
1.30
4638.50
12365.96
6979.45
1.80
4639.00
13433.16
13427.89
1.90
4639.10
13650.44
14782.06
100-yr Elevation;
2.00
4639.20
13869 00
16158.03
Spillway
3.00
4640.20
16119.63
31143.16
Freeboard / Top of Berm
Notes: 1. Required design WQCV = 2.453 cf
2. Required deisgn 10 -year Storage Volume = 4,534 cf
3 Required design 100 -year Storage Volume = 14,731 cf
•1.
Cureton Black Creek Stage -Storage
il}pK, iW{s'
G-2
4638.04
7715.71
0.01
76 4008
2082 74
4638 05
7866-89
0 01
77 9130
2160 65
4638 06
8017 99
0.01
79.4244
2240.07
4638 07
8169.00
0.01
80.9349
2321 01
4638.08
8319.93
0.01
82.4447
1403.45
4638.09
8470.77
0.01
83.9535
2487 41 1
4638.10
8621.53
0.01
85.4615
2572 87
4638 11
8772 20
0 01
86 9686
2659 84
4638 12
8922.78
0 01
88 4749
2748.31
4638 13
9073 28
0 01
89 9803
2838.29
4638.14
9223.70
0.01
91.4849
2929.78
4638.15
9374.02
0.01
92.9886
3022.77
4638 16
9524 27
0.01
94.4915
3117 26
4638 17
9674 42
0 01
95 9935
3213 25
4638 18
9824 49
0.01
97 4946
3310 75
4638 19
9972 15
0.01
98 9832
3409 73
4638 20
10115.37
0.01
100.4376
3510.17
4638 21
10254.15
0.01
101.8476
3612 01
4638.22
10388.49
0.01
103.2132
3715 23
4638 23
10518 38
0.01
104.5343
3819 76
4638 24
10643 83
0 01
105 8111
3915 57
4638.25
10764.84
0.01
107.0434
4032.62
4638 26
10881 40
0.01
108.2312
4140.85
4638.27
10993.52
0.01
109.3746
4250.22
4638.28
11101.20
0.01
110.4736
4360.70
4638 29
11204.44
0 01
111 5282
4472 21
4638.30
13 303.23
0.01
112.5384
4584.76
4638 31
11397.58
0.01
113.5041
4698.27
4638.32
11487.49
0.01
114.4253
4812.69
4638.33
11572.95
0.01
115.3022
4927 99
4638 34
11653 97
0.01
116 1346
5044 13
4638.35
11730.55
0.01
116.9226
5161 05
4638.36
11802.69
0.01
117 6662
5278.72
4638.37
11870.38
0.01
118.3654
5397.08
4638.38
11933.63
0.01
119.0201
5516 10
4638.39
11992 44
0.01
119 6304
5635.73
4638.40
12046.80
0.01
120.1962
5755 93
4638 41
12096 71
0.01
120 7176
5876 65
4638.42
12142.20
0.01
121.1946
5997 84
4638.43
12183-23
0.01
121.6272
6119 47
4638.44
12219.83
0.01
122.0153
6241.48
4638.45
12251.97
0.01
122 3590
6363 84
4638 46
12179.68
0.01
122 6583
6486 50
4638.47
12302.95
0.0I
122 9132
6609 41
4638.48
12323.94
0.01
123.1344
6732 55
4638.49
12344.94
0.01
123.3444
6855 89
4638.50
12365.96
0.01
1233545
6979 45
4638 51
12 386.99
0.01
123 7648
7103 11
4638 52
12408.03
0.01
123.9751
7227 19
4638 53
12429.09
0.01
124 1856
7351 37
4638.54
12450.16
0.01
124.3963
7475 77
4638.55
12471.24
0-01
124.6070
7600.38
4638 56
12492.33
0.01
124 8179
7725.19
4638 57
12513.44
0.01
125 0288
7850 22
4638.58
1I534.56
0.01
125 2400
7975 46
4638.59
12555.69
0.01
125 4513
8100.91
4638.60
12576.84
0.01
125.6627
8226.58
4638.61
12598-00
0.01
125.8742
8352 45
4638 62
12619.17
0.01
126 0859
8478 54
4638.63
11640.35
0.01
126 2976
8604 83
4638 64
12661.55
0.01
126 5095
8731 34
4638.65
12682.76
0.01
126.7215
8858.07
4638.66
12 703.98
0.01
126 9337
8985.00
4638.67
12725.22
0.01
117 1460
9112 15
4638.68
12746.47
0.01
127 3585
9239 SO
463869
12767 73
0.01
1275710
936707
4638.70
12789.00
0.01
127.7837
9494.86
4638.71
12810.29
0.01
127 9965
9622 85
4638.72
12831.59
0.01
128.2094
9751.06
4638.73
12852.90
0-01
128 4214
9879 49
4638 74
12874.22
001
128 6356
10008 12
4638 75
12895 56
0.01
128.8489
10136 97
4638.76
12916.91
0.01
12 9.0624
102 66.03
4638.77
12938.27
0.01
129 2759
10395.31
4638.78
12959.65
0 01
129.4896
10524.80
4638 79
12981 04
0 01
129 7035
10654.50
4638.80
13002.44
0 01
129 9174
10784 42
4638 81
13023 85
0.01
130 1315
10914.55
4638.82
13045.28
0.01
130.3456
11044.90
4638.83
13066.72
0.01
130.5600
11175 46
4638 84
13088 17
0.01
130 7745
11306 23
4638 85
13109 64
0.01
130 9891
11437 22
4638 86
13131 12
0.01
131 2038
11568 42
4638.87
13152.61
0.01
131.4187
11699 84
4638.88
13174.11
0.01
131.6336
118 31.48
4638.89
13195 63
0.01
131.8487
11963.32
4638 90
13217 16
0.01
132.0639
12095 39
4638 91
13238 70
0 01
132 2793
12227.67
4638.92
13260 26
0.01
132 4948
12360 16
4638.93
13281 83
0.01
132 7105
12492.87
4638.94
13303.41
0.01
132.9261
12625 80
4638 95
13325.00
0.01
133 1421
12758 94
4638 96
13346.61
0.01
133 3581
12892 30
4638 97
13368.23
0 01
133 5742
13025 87
()CV
0•yr
4638 98
13389.86
0.01
133.7904
13159.66
4638 99
13411 50
0.01
134.0068
13293.67
4639 00
13433.16
0.01
134 2233
13427.89
4639 01
13454.83
0 01
134.4400
13562.33
4639.02
13476.51
0.01
134.6567
13696.99
4639,03
13498.21
0.01
134.8736
13831,86
4639.04
13519.92
0.01
135.0907
13966.96
4639 OS
13541.64
0 01
135 3078
14102 26
4639 06
13563 37
0 01
135.5251
14237 79
4639 07
13585 12
0 01
135.7424
14373 53
4639.08
13606.88
0.01
135.9600
14509.49
4639.09
13628.65
0.01
136.1777
14645.67
4639 10
13650 44
0 01
136.3955
14782 06
4639 11
13672.24
0 01
136.6134
14918.68
4639 12
13694.05
0.01
136.8315
15055 51
4639.13
13715.87
0.01
137.0496
15192 56
4639.14
13737 71
0.01
137.2679
15329.83
4639 15
13759.56
0.01
137 4863
15467 31
4639 16
13781.42
0.01
137 7049
15605.02
4639 17
13803 30
0.01
137.9236
15742 94
4639 18
13825 19
0 01
138 1425
15881 08
4639.19
13847.09
0.01
138.3614
16019.44
4639.20
13869.00
0.01
138.5805
16158.03
4639.21
13890.93
0.01
138.7997
16296.82
4639 22
13912 87
0 01
139.0190
16435 84
4639 23
13934.82
0.01
139.2384
16575.08
4639.24
13956.78
0.01
139.4580
16714.54
4639.25
13978.76
0.01
139.6777
16854.22
4639.26
14000.75
0.01
139.8976
16994.12
4639.27
14022 75
001
140.1175
17134 23
4639.28
14044 77
0.01
140 3376
17274 57
4639 29
14066 80
0.01
140 5579
17415 13
4639.30
14088.84
0 01
140.7782
17555.91
4639.31
14110.89
0.01
140.9987
17696, 91
4639.32
14132-96
0.01
141.2192
17838.12
4639.33
14155.04
0.01
141 4400
17979 56
4639 34
14177 13
0.01
141 6609
18121 23
4639.35
14199.24
0 01
141 8819
18263 11
4639.36
14221.36
0.01
142.1030
18405.21
4639.37
14243.49
0.01
142.3243
18547.53
4639 38
14265.63
0.01
142 5456
18690.08
4639 39
14287 79
0 01
142 7671
18832.85
4639 40
14309.96
0.01
142 9887
18975.84
4639.41
14332.14
0.01
143.2105
19119.05
4639.42
14354.34
0.01
143.4324
19262.48
4639 43
14376.55
0.01
143.6545
19406.13
4639 44
14398.77
0.01
143 8766
19550.01
4639 45
14421 00
0.01
144 0989
19694 11
4639 46
14443 15
0.01
144 3213
19838.43
4639.47
14465.51
0.01
144 5438
19982.97
4639 48
14487.78
0.01
144 7664
20127 74
4639.49
14510.06
0.01
144.9891
20272 73
4639.50
14532 36
0.01
145 2121
20417 94
4639 51
14554 67
0.01
145.4352
20563 38
4639 52
14576.99
0.01
145 6583
20709 04
4639.53
14599 33
0.01
145.8816
20854.92
4639.54
14621.68
0.01
146.1051
21001.02
4639.55
14644.04
0.01
146.3286
21147 35
46.39 56
14666 41
0.01
146 5523
21293 90
4639.57
14688.80
0.01
146.7760
21440.68
4639 58
14711 20
0.01
147.0000
2158768
4639.59
14733.61
0.01
147.2241
21734.90
4639.60
14756.03
0.01
147 4482
21882.35
4639 61
14778.46
0.01
147 6724
22030.02
4639 62
14800 90
0.01
147 8968
22177 92
4639 63
14823.35
0.01
148 1213
22316 04
4639.64
14845.81
0.01
148.3458
22474.39
4639.65
14868.28
0.01
148.5704
22622.96
4639.66
14890.76
0.01
148 7952
22771.75
4639.67
14913.24
0.01
149.0200
22920 77
4639 68
14935 74
0.01
149 2449
23070.02
4639.69
14958 25
0.01
149.4699
23219.49
4639.70
14980.77
0.01
149.6951
23369.18
4639.71
15003.30
0.01
149.9204
23519.10
4639.72
15025.83
0.01
150.1457
23669.25
4639 73
15048 38
0.01
150.3710
23819.62
4639 74
15070.94
0.01
150.5966
23970.22
4639 75
15093 51
0.01
150.8223
24121 04
4639 76
15116.08
0.01
151.0480
24272.09
4639 77
15138.67
0.01
151.2738
24423.36
4639 78
15161.27
0 01
151 4997
24574.86
4639 79
15183.87
0 01
151.7257
24726 59
4639 80
15206.49
0.01
151 9518
24878.54
4639.81
15219.12
0.01
152.1781
25030.72
4639 82
15251.75
0.01
152 4043
25183.12
4639.83
15274.40
0.01
152.6308
25335.75
4639 84
15297.06
0.01
152 8573
I5488 61
4639.85
15319 72
0.01
153 0839
15641 69
4639.86
15342.40
0 01
153 3106
25795.00
4639.87
15365.08
0.01
153.5374
25948.54
4639.88
15387 78
0.01
153. 7643
26102.30
4639.89
15410.48
0.01
153 9913
26256 30
4639 90
15433.20
0.01
154.2184
26410 51
4639 91
15455 92
0.01
154 4456
26564 96
100-r
polway
G-4
4639.92
15478.66
0.01
154.6729
26719.63
4639.93
15501.40
0.01
154.9003
26874.53
4639.94
15524.16
0.01
155 1278
27029.66
4639.95
15546.92
0.01
155.3554
27185 02
4639.96
15569.69
0.01
155.5831
27340.60
4639.97
15592.48
0.01
155.8109
27496.41
4639.98
15615.27
0.01
156.0387
27652.45
4639 99
15638.08
0.01
156 2668
27808 72
4640.00
15660.89
0.01
156.4949
27965.21
4640 01
15683.71
0 01
156 7230
28121 93
4640.02
15706.55
0.01
156.9513
28278.88
4640.03
15729.39
0.01
157.1797
28436.06
4640.04
15752.24
0 01
157 4082
28593 47
4640.05
15775.10
0.01
157.6367
28751 11
4640.06
15797.98
0.01
157 8654
28908.97
4640.07
15820.86
0.01
158.0942
29067.07
4640.08
15843.75
0.01
158.3231
29225.39
4640.09
15866.65
0.01
158.5520
29383 94
4640.10
15889.56
0.01
158.7811
29542 72
4640 11
15912.49
0 01
159 0102
29701.74
4640.12
15935.42
0.01
159.2396
29860.97
4640.13
15958.36
0.01
159.4689
30020.44
4640.14
15981.31
0.01
159.6984
30180.14
4640.15
16004.27
0.01
159.9279
30340.07
4640 16
16027 24
0.01
160.1576
30500.23
4640.17
16050.22
0.01
160.3873
30660.61
4640 18
16073.21
0.01
160 6172
30821.23
4640.19
16096.21
0.01
160.8471
30982.08
4640.20
16119.63
0.01
161.0792
31143.16
Freeboard
Appendix H:
Detention Basin Outlet Structure Design
Z -H
8? 1?
Z9 0
1S'SZZZ
Ef"9E
01'015
99 9Z
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SS 19ZZ
91 L£
14'945
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61485
61 5Z
59'0
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891.61
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61 IZ
21'0
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91'01
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91500'0
15100'0
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60'0
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59910 0
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LT 100 0
58500 0
09100 0
e/u
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OT 0
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55 0
81 119V
16910'0
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11100'0
0650O0
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110
110
95'0
611(91.
8(110'0
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60100'0
20900.0
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88110'0
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16100'0
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91'0
65'0
Z8 Lf9V
11810 0
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18 1191.
54810 0
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1.0800 0
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48 L190
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59'0
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99'0
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n/a
n/a
n/a
n/a
n/a
475.21
34.90
2183.66
0.61
27.88
441 74
33 47
2142 23
0 60
28.48
409 69
32 05
2101.56
0.58
29 06
379.07
30.63
2062 17
0.57
29 64
349.86
29.21
2024.98
0.56
30.20
322.06
27.80
1991.75
0.55
30.75
295.67
26.39
1966.50
0.55
31.30
270 68
24.99
1963.23
0.55
31.84
247 09
23 59
2003 11
0.56
32 40
224.90
22 19
1914.83
0.53
32 93
I04 10
20 80
1824.57
0.51
33.44
184.68
19 42
1732.53
0.48
33.92
166 62
18.06
1640.51
0.46
34 38
149.86
16 76
1550.32
0.43
34.81
134.36
15.50
1462 20
0.41
35 21
120.06
14.30
1376.19
0.38
35 59
106.90
13.15
1292.36
0.36
35 95
94.85
1.2.05
1210.79
0.34
36.29
83 84
11.01
1131.55
0.31
36 60
73 83
10.01
1054.72
0.29
36 90
64.77
9.07
980 39
0.27
37 17
56.59
8.18
908.69
0.25
37 42
49.25
7.34
839.74
0.23
37.65
42.71
6.55
773.71
0.21
37.87
36.90
5 81
710.78
0.20
38.07
31.78
5.12
651.23
0.18
38 25
2729
449
595.41
0.17
3841
23.38
3 91
543.89
0.15
38.56
20.00
3.38
497.66
0.14
38.70
17.10
2.90
458.85
0.13
38.83
14.63
2.47
435 44
0.12
38 95
12 54
2 09
431 32
0.12
39.07
10.77
1.77
372.94
0.10
39.17
9.27
1.50
323.11
0.09
39.26
8.00
1.28
282.40
0.08
39.34
6 89
1.11
251.46
0.07
39 41
5 91
0 98
229 77
0.06
39.48
5 02
0.88
212 78
0.06
39 54
4.23
0.79
196.50
0.05
39.59
3.53
0.70
180.67
0.05
39 64
2.91
0.62
165.29
0.05
39.69
2.37
0.54
150 40
0 04
39 73
1.90
0.47
135 99
0.04
39 77
1.49
0.40
122.10
0.03
39.80
1.15
0.34
108.75
0.03
39.83
0.86
0.29
95.95
0.03
39.86
0.63
0.23
83.72
0.02
39.88
0 44
0 19
72.12
0.02
39 90
0 30
0 15
61.21
0.02
39 92
0 19
0 11
51.00
0.01
39.93
0.11
0.08
41.63
0.01
39.94
0.06
0.05
33.32
0.01
39.95
0.02
0 03
26.61
0.01
39.96
001
002
25.95
001
39.97
0.00
0 01
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39 97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39 97
n/a
n/a
n/a
n/a
39 97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39 97
n/a
n/a
n/a
n/a
39 97
n/a
n/a
n/a
n/a
39 97
n/a
n/a
n/a
n/a
39.97
n/a
n/a
n/a
n/a
39.97
H-3
Cureton Black Creek CS - Detention Pond 100-yr Flow Restrictor Plate Sizing Worksheet
Calculation By:
Date:
M Cloud
12/16/2018
WQCV Orifice Plate Diagram:
t1OTTDM OF PLAT! (Liv
e
PIPE INVERT CM
Equations:
Q = C0A0(29Ho)o.s
where:
Q = orifice flow discharge
C, = dimensionless coefficient of discharge
A0 = cross-sectional area of orifice (ft2)
g = acceleration due to gravity (32.2 ft/sr)
Ho = effective head on orifice, from centroid to water surface elevation (ft)
0 = 2 cos -1 CR d)
where:
0 = central angle made by plate (0 < it radians)
= pipe radius (in)
d = restrictor plate opening height lin)
AY
3600Q
where:
At = drain time for incremental depth (hours)
AV = storage volume drained from stage increment (ft')
Q = orifice dischrage rate for stage increment (ft3/s)
DESIGN INPUTS:
Restrictor Plate Orifice Size Design Input:
Outlet Pipe Diameter:
Maximum Allowable Discharge Rate:
Orifice Coefficient:
Gravitational Constant
D =
((�� `�ak:viable
co=
g=
12
0.77
0.6
32.2
inches
ft'/s
ft/s'
VARIABLE INPUTS:
Change Orifice Hole Diameter:
Restrictor Plate Opening Height
Outlet Pipe Radius:
Orifice Area:
Central Angle:
d = 2.5217 in
R= 6in
A0 =
17 2815002 in'
0 = 1.90481562 rad
CALCULATED RESULTS:
Computed Orifice Centroid Elevation:
Centroid Height Above Pipe Invert:
Orifice Centroid Elevation:
Bottom of Plate Elevation:
= 1 4923 in
ELI = 4637 32 ft
= 4637 41 ft
CALCULATE Q AT 100-YR MAX WSEL:
Effective Head on Orifice.
Orifice Flow Discharge:
Check:
Qcalc - Qullowuble = U
178 ft
0.77 ftsfs
0.00
R dl
A0 = R2 cos -1 R (R — d)112Rd — d2
where:
A0 = cross-sectional area of orifice (in2)
R = pipe radius (in)
d = restrictor plate opening height (in)
C=R-
3 o — sink
where:
= height of orifice centroid above pipe invert (in)
0 = central angle made by plate (O < n radians)
R = pipe radius fin)
4R (sin 7)
3 J
Pond Geometry Design Input:
Bottom of Pond Elevation: EL =
Outlet Pipe Invert Elevation: ELr =
100 -year Storage Volume: Vioo _
WQCV Max Water Surface Elevation: EL :. _
100•year Max Water Surface Elevation: EL1o=
4637.20 ft
4637.20 ft
14731.00 ft'
4638.09 ft
4639.10 ft
• Restrictor plate controls flow between 100 -year Max Water Surface Elevation until the
pond drains to the WQCV Max Water Surface Elevation.
variable user input
calculation variable
' Change restrictor plate opening height to achieve maximum allowable flow at 100 -year
Max Water Surface Elevation.
CALCULATE FOR POND DRAIN TIME FROM 100-YR MAX WSEL:
Drain Time to Top of WQCV Orifice: two=
Drain Time for WQCV: twocv=
' From WQCV Orifice plate design
worksheet
Total Drain Time from Max WSEL:
' CHECK: Total drain down time must be
less than 72 -hours
ttOLw -
5.28 hours
39.97 hours
45.25 hours
Pond drains in less than 72 hours
H-4
INTERMEDIATE CALCULATIONS:
Notes:
1. Flow rate is calculated at each 0.10 -ft stage decrease. It is assumed that the discharge rote calculated at
the maximum stage value for each increment and the corresponding effective head is representative of the
entire 0 I0•ft depth.
2. Storage volumes are determined using the pond design contour areas and the average end -area method.
WSEL
Ho
Q
4639.10
1.78
0.77000
4639.09
1 77
0 76783
4639.08
1.76
0.16565
4639.07
1.75
0.76347
4639.06
1.74
0.76128
4639.05
1.73
0 75908
4639.04
1.72
0.75688
4639.03
1.71
0.75467
4639.02
1.70
0.75245
4639.01
1.69
0 75023
4639.00
1.68
0.74800
4638 99
1.67
0 74577
4638 98
1.66
0 74353
4638 97
1.65
0 74128
4638.96
1 64
0 73902
4638 95
1.63
0.73676
4638 94
1.62
0 73449
4638.93
1 61
0 73221
4638 92
1 60
0.72993
4638.91
159
0.72764
4638.90
1 58
0 72534
4638.89
1.57
0.72304
4638.88
1.56
0.72072
4638.87
1.55
0.71840
4638.86
1.54
0.71607
4638.85
1.53
0.71374
4638.84
1.52
0.71140
4638.83
1.51
0.70905
4638 82
1.50
0.70669
4638 81
1 49
0 70432
4638.80
1.48
0 70195
4638 79
1 47
0 69956
4638 78
1.46
0 69717
4638.77
1 45
0 69477
4638.76
144
0.69237
4638 75
1.43
0 68995
4638 74
1 42
0 68753
4638.73
1.41
0.68509
4638.72
1.40
0.68265
4638.71
1.39
0.68020
4638.70
1.38
0.67774
4638.69
1.37
0.67528
4638.68
1.36
0.67280
4638.67
1.35
0.67031
4638.66
1.34
0.66782
4638.65
1.33
0 66531
4638.64
132
0.66280
4638 63
1.31
0.66028
4638.62
1 30
0 65774
4638 61
1 29
0 65520
4638.60
1.28
0.65265
4638.59
1.27
0.65008
4638.58
1.26
0 64751
4638 57
1.25
0 64493
4638.56
1.24
0.64233
4638.55
1.23
0.63973
4638.54
1.22
0.63711
4638.53
1.21
0.63449
4638.52
1.20
0.63185
4638.51
1.19
0.62920
4638 50
1.18
0 62654
4638 49
1.17
0.62387
4638 48
1.16
0.62119
4638 47
1.15
0 61850
4638.46
1.14
0.61579
4638 45
1 13
0 61307
4638.44
1 12
0 61035
4638 43
1 11
0.60760
463842
1.10
0 60485
4638 41
1 09
0 60208
Volume at
WSEL
Incremental
Volume
Time
Time
Cumulative
seconds
hours
Time
14918.68
14782.06
136.61
177 42
0.05
0 05
14645.67
136.40
177.64
0.05
0.10
14509.49
136.18
177.86
0.05
0.15
14237 79
271.70
355.88
0.10
0.25
14102.26
135.53
178.02
0.05
0.30
13966.96
135.31
178.25
0.05
0.35
13831.86
135.09
178.48
0.05
0.40
13696.99
134.87
178.72
0.05
0.45
13562.33
134.66
178.96
0.05
0.49
13427.89
134 44
179.20
0.05
0.54
13293.67
134 22
179.44
0.05
0 59
1315 9.66
134.01
179.69
0.05
0.64
13025 87
133 79
179.94
0.05
0.69
12892.30
133.57
180.19
0 05
0 74
12758.94
133 36
180 45
0.05
0 79
12625 80
133 14
180.71
0.05
084
12492 87
132.93
180.98
0.05
0 89
12360.16
132 71
181.25
0.05
0.95
12227 67
132.49
181 52
0.05
100
12095.39
132.28
181.79
0.05
1.05
11963.32
132 06
182.07
0.05
1.10
11831.48
131.85
182.35
0.05
1 15
11699.84
131.63
182.64
0.05
1.20
11568.42
131.42
182.93
0.05
1.25
1143 7.22
131.20
183.23
0.05
1.30
11306.23
130.99
183.53
0.05
1.35
11175.46
130.77
183.83
0.05
1.40
11044.90
130.56
184 13
0.05
1.45
10914.55
130.35
184 45
0.05
1 50
10784 42
130 13
184 76
0.05
1 56
10654.50
129.92
185 08
0.05
1.61
10524.80
129 70
185.41
0.05
1.66
10395 31
129_49
185.74
0.05
1 71
10266.03
129.28
186.07
0.05
1.76
10136.97
129.06
186.41
0.05
1.81
10008 12
128.85
186.75
0.05
1.87
9879,49
128.64
187 10
0.05
1.92
9751.06
128.42
187 45
0.05
1.97
9622.85
128.21
187.81
0.05
2.02
9494.86
128.00
188.17
0.05
2.07
9367.07
127 78
188 54
0.05
2.13
9239.50
127 57
188.92
0.05
2.18
9112.15
127.36
189.30
0.05
2.23
8985.00
127 15
189.68
0.05
2.28
8858.07
126.93
190.07
0.05
2 34
8731 34
126.72
190 47
0.05
2.39
8604.83
126.51
190.87
0.05
2 44
8478.54
126 30
191 28
0.05
2.50
8352.45
126.09
191 69
0.05
2.55
8226.58
125.87
192 12
0.05
2.60
8100.91
125 66
192.54
0.05
2.66
7975.46
125.45
192 98
0.05
2.71
7850.22
125 24
193.42
0.05
2.76
7725.19
125.03
193.87
0.05
2.82
7600.38
124.82
194.32
0.05
2.87
7475. 77
124.61
194.78
0.05
2.93
7351.37
124.40
195.25
0.05
2.98
7227.19
124.19
195.73
0.05
3.03
7103.21
123.98
196.21
0.05
3.09
6979.45
123.76
196.70
0.05
3.14
6855.89
123.55
197 20
0.05
3.20
6732.55
123 34
197 71
0 05
3.25
6609.41
123 13
198 22
0.06
3.31
6486.50
122 91
198.73
0.06
3 36
6363 84
122.66
199.19
0.06
3 42
6241 48
122 36
199 58
0.06
3 47
6119.47
122.02
199 91
0.06
3.53
5997 84
121.63
200.18
0.06
3.58
5876.65
121 19
200 37
0.06
364
H-5
Worksheet for Outlet Pipe Velocity
Project Description
Friction Method
Solve For
Manning Formula
Normal Depth
Input Data
Roughness Coefficient
Channel Slope
Diameter
Discharge
0.013
0.00150 ft/ft
1.00 ft
0.77 ft'/s
Results
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
SubCritical
0.53 ft
0.43 ft'
1.64 ft
0.26 ft
1.00 ft
0.37 ft
53.4 %
0.00568 ft/ft
1.81 ft/s
0.05 ft
0.58 ft
0.49
1.48 ft'/s
1.38 ft'/s
0.00047 ft/ft
GVF Input Data
Downstream Depth
Length
Number Of Steps
0.00 ft
0.00 ft
0
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Average End Depth Over Rise
Normal Depth Over Rise
Downstream Velocity
0.00 ft
0.00 ft
0.00 %
53.39 %
Infinity ft/s
Bentley Systems, Inc. Haestad Methods Soliiblidie46ilwMaster V8i (SELECTseries 1) (08.11.01.03]
12/17/2018 2:35:09 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
H-6
Worksheet for Outlet Pipe Velocity
GVF Output Data
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
Infinity ft/s
0.53 ft
0.37 ft
0.00150 ft/ft
0.00568 ft/ft
Bentley Systems, Inc. Haestad Methods So8rlirthe9ESteMaster V8i (SELECTseries 1) [08.11.01.03]
12/17/2018 2:35:09 PM 27 Siernons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
H-7
Worksheet for Emergency Overflow Weir
Project Description
Solve For Headwater Elevation
Input Data
Discharge
Crest Elevation
Tailwater Elevation
Weir Coefficient
Crest Length
9.63 ft3/s
4639.20 ft
4638.00 ft
3.60 US
15.00 ft
Results
Headwater Elevation
Headwater Height Above Crest
Tailwater Height Above Crest
Equal Side Slopes
Flow Area
Velocity
Wetted Perimeter
Top Width
4639.52 ft
0.32 ft
-1.20 ft
0.25 ft/ft (H:V)
4.78 ft'
2.02 ft/s
15.65 ft
15.16 ft
Bentley Systems, Inc. Haestad Methods SoB ictile9SsvMaster V8i (SELECTseries 1) [08.11.01.03]
12/17/2018 2:34:38 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
H-8
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
CULVERT 1 - 10-YR
Invert Elev Dn (ft)
Pipe Length (ft)
Slope (%)
Invert Elev Up (ft)
Rise (in)
Shape
Span (in)
No. Barrels
n -Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y.k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
.-.
••Y
I
4636.78
38.52
0.49
4636.97
18.0
Circular
18.0
2
0.022
Circular Corrugate Metal Pipe
Mitered to slope (C)
0.021. 1.33. 0.0463, 0.75, 0.7
= 4639.62
= 20.00
= 100.00
aaae 1 .11114
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Monday. Dec 17 2018
= 0.00
= 6.36
= (dc+D)/2
= 6.36
= 6.36
= 0.00
= 2.31
= 2.45
= 4637.87
= 4638.01
= 4638.16
= 0.80
= Outlet Control
_ Ft
-
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc.
CULVERT 1 - 100-YR
Invert Elev Dn (ft)
Pipe Length (ft)
Slope (%)
Invert Elev Up (ft)
Rise (in)
Shape
Span (in)
No. Barrels
n -Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y•k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
...:a
„•s
'X
._+
4636.78
38.52
0.49
= 4636.97
18.0
= Circular
18.0
= 2
= 0.022
Circular Corrugate Metal Pipe
Mitered to slope (C)
0.021, 1.33. 0.0463, 0.75. 0.7
= 4639.62
= 20.00
= 100.00
DLVI t t MM
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
- � 1
F
•N
a
tan
Sae 4.
Monday, Dec 17 2018
= 0.00
= 36.78
= (dc+D)/2
= 36.78
= 21.16
= 15.62
= 6.24
= 5.99
= 4638.15
= 4639.25
= 4639.76
= 1.86
= Inlet Control
a let
to
6-0
0
1W
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc.
CULVERT 2 - 10-YR
Invert Elev Dn (ft)
Pipe Length (ft)
Slope (%)
Invert Elev Up (ft)
Rise (in)
Shape
Span (in)
No. Barrels
n -Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y.k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
b. w
4638.12
71.80
= 0.50
= 4638.48
18.0
= Circular
18.0
1
0.012
Circular Concrete
= Square edge w/headwall (C)
0.0098. 2. 0.0398, 0.67. 0.5
= 4644.05
= 20.00
= 280.00
wVIM a.en
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Monday. Dec 17 2018
= 0.00
= 4.05
= (dc+D)/2
= 4.05
= 4.05
= 0.00
= 2.82
= 4.41
= 4639.26
= 4639.25
= 4639.60
= 0.75
= Inlet Control
—Ora
ra
0u 0
--
000
-
0420
S..
an
1
a
•_ me.
00
CI CZ
C.0
1
1
H
a
a a
a a
a
a
a
1 1
0 a 0 0
.O�
m
.a
IL•
:C
Y
IC
10
a
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc.
CULVERT 2 - 100-YR
Invert Elev Dn (ft)
Pipe Length (ft)
Slope (%)
Invert Elev Up (ft)
Rise (in)
Shape
Span (in)
No. Barrels
n -Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y,k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
On .
SRO
Ora
Mt*
Sc
b -
Ca
= 4638.12
= 71.80
= 0.50
= 4638.48
= 18.0
= Circular
= 18.0
= 1
= 0.012
= Circular Concrete
= Square edge w/headwall (C)
= 0.0098. 2. 0.0398, 0.67, 0.5
= 4644.05
= 20.00
= 280.00
IYYIufl NOVA
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Monday. Dec 17 2018
= 0.00
= 9.63
= (dc+D)/2
= 9.63
= 9.63
= 0.00
= 5.75
= 5.45
= 4639.47
= 4640.01
= 4640.66
= 1.46
= Inlet Control
molars it
SC
Appendix J:
Construction Drawings
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NIVISIONS
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J-6
Samuel Engineering
We Provide Solutions
8450 E. Crescent Parkway, Suite 200 Phone: 303-714-4840
Greenwood Village, Colorado 80111 Fax: 303-714-4800
FINAL DRAINAGE REPORT
CE -201
PREPARED FOR:
Cureton Midstream, LLC
Black Creek Compressor Station
Project Number 18194
The Lost Creek Compressor Station is located in the west half of Section 9,
Township 3 North, Range 62 West, 6th Principal Meridian, Weld County, Colorado
PREPARED BY:
SAMUEL ENGINEERING, INC.
8450 EAST CRESCENT PARKWAY, SUITE 200
GREENWOOD VILLAGE, CO 80111
ISSUED FOR USR PERMIT
Revision A
Engineering ♦ Project Controls ♦ Estimating ♦ Construction Management
Samuel Engineering
We Provide Solutions
8450 E. Crescent Parkway, Suite 200 Phone: 303-714-4840
Greenwood Village, Colorado 80111 Fax: 303-714-4800
Originator/Lead Engineer:
Project Engineer Approval:
Project Manager Approval:
Client Approval:
RECORD OF REVISIONS
Michael Cloud
Brandon Primeaux
Cole Ones
Date:
Date:
Date:
Date:
10/18/18
8/10/18
8/10/18
Rev. No.
By
Revisions
Approval
Date
A
M. Cloud
Issued for Permit
MTC
10/18/18
Current Working Revision Rev. A Date 10/18/18
Engineering ♦ Project Controls ♦ Estimating ♦ Construction Management
Samuel Engineering
We Provide Solutions
8450 E. Crescent Parkway, Suite 200
Greenwood Village, Colorado 80111
Phone: 303414-4840
Fax: 303-7144800
CERTIFICATION OF COMPLIANCE
ENGINEERING DESIGNED TO WELD COUNTY CODE STANDARDS AND CRITERIA
CURETON MIDSTREAM, LLC - LOST CREEK COMPRESSOR STATION
I, Michael Cloud, Consultant Engineer for Cureton Midstream, LLC ("Applicant"), understand and
acknowledge that Applicant is seeking to develop the property described in the following Drainage
Report. 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
requirements of the Weld County Code with the exception of variance(s) described below. This
certification is not a guarante _„�; ranty either expressed or implied.
(Engineer's Stamp)
Engineer of Record Signature
1)
2)
3)
VARIANCE REQUEST
Describe the Weld County Code criteria of which a variance is being requested.
Describe why it is not possible to meet the Weld County Code.
Describe the proposed alternative with engineering rational which supports the intent of the Weld County Code.
None
I understand
downstream
based
Planning
and agree that the intention of the Code is to reduce impacts of development on neighboring
properties and the public. I understand if this variance is approved it is not precedent setting and is
on site specific constraints.
Director Approval indicated when signed by director or appointee:
Planning Director Name
Signature
Date of Approval
S \Projects\18194 Black _Crk_Compressor\Engineering\Crvil\Reports\Drainage Report\Final Drainage Report\Rev A\Cureton Black Creek CS
Final Drainage docx
Samuel Engineering
Samuel Engineering
ti%'e Provide Solutions
8450 E. Crescent Parkway, Suite 200 Phone: 303-714-4840
Greenwood Village, Colorado 80111 Fax: 303-714-4800
Table of Contents
1.0 DESCRIPTION OF PROJECT 1
2.0 CALCULATIONS 1
2.1 HYDROLOGY ....1
2.1.1 Site Soils 1
2.1.2 Design Storm 2
2.1.3 Pre -Development and Overall Post -Development Site Imperviousness 2
2.1.4 Peak Flowrate Calculations ..2
2.2 DETENTION POND DESIGN 3
2.2.1 Pond Volume Calculations .3
2.2.2 Pond Stage -Storage for Discharge Calculations 4
2.2.3 Pond Outlet Structure Design 4
2.3 HYDRAULICS 5
2.3.1 Culverts 5
2.3.2 Ditches 5
2.4 GRADING AND DRAINAGE DESIGN S
3.0 POND MAINTENANCE REQUIRMENTS 6
3.1 ROUTINE MAINTENANCE 6
3.1.1 Inspections 6
3.1.2 Sediment and Debris Management 6
3.1.3 Vegetation Management ..6
3.2 NON -ROUTINE MAINTENANCE 6
3.2.1 General 6
3.2.2 Facility Repairs 6
4.0 CONCLUSION 7
APPENDIX A: VICINITY MAP 4-1
APPENDIX B: NRCS WEB SOIL SURVEY B-1
APPENDIX C: NOAA RAINFALL DATA C-1
APPENDIX D: AREA WEIGHTED IMPERVIOUSNESS VALUES D-1
APPENDIX E: HYDROLOGIC CALCULATIONS E-1
APPENDIX F: DETENTION BASIN VOLUME BY THE MODIFIED FAA METHOD F-1
APPENDIX G: DETENTION BASIN STAGE -STORAGE G-1
APPENDIX H: DETENTION BASIN OUTLET STRUCTURE DESIGN H-1
APPENDIX I: CULVERT DESIGN I-1
APPENDIX J: CONSTRUCTION DRAWINGS J-1
S:\Projects\18194_Black_Crk_Compressor\Engineering\Civil\Reports\Drainage Report\Final Drainage Report\Rev A\Cureton Black Creek CS
Final Drainage.docx
Samuel Engineering
CURETON MIDSTREAM, LLC
BLACK CREEK COMPRESSOR STATION
PROJECT NUMBER: 18194
CE -201, REV. A
FINAL DRAINAGE REPORT
PAGE 1of7
1.0 DESCRIPTION OF PROJECT
The subject property is a 10 -acre parcel leased by Cureton Midstream, LLC for the installation of
a gas compressor station. The compressor station, access roads and detention pond will disturb
approximately 5 acres of the 10 -acre site.
The project site is located on a leased tract of land which consists mostly of pasture land with
existing pipeline right-of-ways abutting the lease. Topographic relief over the leased property
ranges from 4653' on the south side of the parcel to 4643' in a natural depression on the north
side and is characterized by moderately sloping land with grades that typically range from 2.0%
to 6.0%.
The subject property is not part of the Weld County Master Drainage Plan.
There are no open channels, lakes, streams or irrigation ditches in the proposed development.
The subject property is not located in a floodplain. The surrounding area development consists
of grazing land to the north and west and crop land to the south and east.
See Appendix A for project location and vicinity map.
2.0 CALCULATIONS
2.1 HYDROLOGY
The project site drainage must be designed to meet the requirements of Weld County Code —
Article XII. It has been determined that the runoff from this site is non -urbanizing and therefore
the increased runoff volume must be detained in an extended detention basin and the increase
peak flows attenuated to the "historic" 10 -year peak flow rate for the basin area contributing to
the pond. Historic flow is defined as the existing area with an assumed imperviousness of 2.0%.
The detention basin must be sized appropriately to store the runoff volume from the 100 -year
1 -hour storm. Urban Drainage and Flood Control District's (UDFCD) design manual and
worksheets have been used to perform drainage calculations for this study.
2.1.1 Site Soils
The characteristics of the soils on the site contribute to the amount of storm runoff. Regional
soil information is obtained from the National Resource Conservation Service (NRCS) Web Soil
Survey. The entirety of the site soils are Valent sands with slopes of 3% to 9% classified as
Hydraulic Soil Group (HSG) A. The existing regional soil information obtained from NRCS is used
for all runoff calculations in undeveloped areas.
See Appendix B for the regional NRCS Web Soil Survey of this site.
S:\Projects\18194_Black_Crk_Compressor\Engineering\Civil\Reports\Drainage Report\Final Drainage Report\Rev A\Cureton Black Creek CS
Final Drainage.docx
gSamue Engineering
CURETON MIDSTREAM, LLC
BLACK CREEK COMPRESSOR STATION
PROJECT NUMBER: 18194
CE -201, REV. A
FINAL DRAINAGE REPORT
PAGE 2 of 7
2.1.2 Design Storm
The design storms considered for this site are the 10 -year 1 -hour and the 100 -year 1 -hour
events. The rational method is used for determining peak flows and the FAA method is used for
determining the runoff volume for the design storm. Both of these methods require the design
storm rainfall depth as an input to perform the calculations. The rainfall depth for each design
storm are:
10 -year 1 -hour = 1.44 in
100 -year 1 -hour = 2.66 in
Refer to Appendix C for NOAA Atlas 14, Volume 8, Version 2 Rainfall Data.
2.1.3 Pre -Development and Overall Post -Development Site Imperviousness
The existing site and surrounding areas that contribute storm runoff consist of undeveloped
pasture land with no pavement or structures present so the pre -developed imperviousness is
assumed to be the historical value of 2.0%.
Final site development will include gas process equipment and structures such as compressor
skids, storage tanks, compressors, etc. with access roads and gravel pads as well as the
detention pond surface. The developed drainage basin also includes several acres of
surrounding undeveloped areas that cannot be diverted around the site. The developed site
contributing to the detention pond will have a composite imperviousness of 30.42%. The
developed pad is cut into a hillside with roadside ditches in the cut areas. These roadside ditches
catch the offsite flows from the up -gradient surrounding undeveloped areas and direct the flow
to rejoin historic flow patterns into the natural depression area.
See Appendix D for composite imperviousness calculations.
2.1.4 Peak Flowrate Calculations
Peak flowrates at design points for each drainage basin are calculated following the UDFCD
design manual and worksheets. Inputs for rational method calculations are determined from
construction drawings BCCS-CE-610, Pre -Developed Drainage Basin Map and BCCS-CE-611,
Developed Drainage Basin Map.
Refer to Appendix J for construction drawings.
The rational method calculations are developed using Urban Drainage and Flood Control District
Worksheet "UD-Rational v1.02a.xls".
The proposed site is part of two existing drainage basins that currently drain to natural
depression areas. The pre -developed major drainage basin (EX -1) will be affected by the new
site access road and has a contributing area of 5.58 acres. Basin EX -1 is undeveloped and has a
10 -year runoff coefficient C10 = 0.07 and a 100 -year runoff coefficient C1oo = 0.22. The resulting
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Final Drainage.docx
Samuel Engineering
CURETON MIDSTREAM, LLC
BLACK CREEK COMPRESSOR STATION
PROJECT NUMBER: 18194
CE -201, REV. A
FINAL DRAINAGE REPORT
PAGE 3 of 7
existing peak flows at Design Point EX -1 are Q10 = 1.31 cfs and Q1oo = 7.61 cfs. (See Appendix E,
Page E-2 and E-3)
The pre -developed major drainage basin (EX -2) that encompasses the new facility pad has a
contributing area of 7.45 acres. Basin EX -2 is undeveloped and has a 10 -year runoff coefficient
C10 = 0.07 and a 100 -year runoff coefficient C100 = 0.22. The resulting existing peak flows at
Design Point EX -1 are Qio = 1.75 cfs and Qioo = 10.12 cfs. (See Appendix E, Page E-4 and E-5)
The developed equipment pad is required to drain to a detention pond, and as such, the 10 -year
1 -hour "Historic" peak flow rate (contributing area to pond with 2.0% imperviousness value)
must be determined as this is the maximum allowable discharge rate from the detention pond.
The historic peak flow rate calculated for Basin EX -2 (1.75 cfs) will be used the maximum
allowable discharge rate from the detention pond.
The developed Basin PR -1 contributing to cross -culvert (Culvert 1) required for the new access
road has a 10 -year runoff coefficient Cm= 0.07 and a 100 -year runoff coefficient Cipo = 0.22. The
resulting existing peak flows at Design Point 1 are Qio = 1.13 cfs and Qioo = 6.40 cfs. The resulting
flows at Design Point 1 are the design flows for Culvert 1 which conveys the flow to rejoin
exisiting flow patterns. (See Appendix E, Page E-6 and E-7)
The developed Basin PR -2 contributing to the detention pond has a 10 -year runoff coefficient
C10 = 0.26 and a 100 -year runoff coefficient C100 = 0.37. The resulting existing peak flows at
Design Point 2 are Q10 = 6.26 cfs and O.100 = 16.82 cfs. The resulting flows at Design Point 1 are
the design flows that runoff into the detention pond. The 100 -year developed peak flow will be
used as the design flow for the pond overflow weir. (See Appendix E, Page E-8 and E-9)
2.2 DETENTION POND DESIGN
2.2.1 Pond Volume Calculations
The detention pond for this site is required to have capacity to store the runoff volume from the
100-yr 1 -hour storm and release at the "historic" 10 -year peak flowrate. The detention pond is
designed following the recommendations of the UDFCD Urban Strom Drainage Criteria Manual
(Volume 3) with ability to collect the Water Quality Control Volume (WQCV) and discharge
within 40 hours.
The WQCV is determined empirically based on the contributing basin area and the
imperviousness. The required WQCV for the detention pond is 4,131 ft3.
(See Appendix F, Page F-2)
The required storage volumes for the design storms are computed using the FAA method. This
method allows for a simplistic calculation of required storage volume while restricting the pond
outflow to the required allowable peak flowrate of Q(H)io = 1.75 cfs. These calculations are
developed using Urban Drainage and Flood Control District Worksheet "UD-Detention
v2.35.xls". The required storage volume for the 10 -year design storm is 7,225 ft3 and the
required storage volume for the 100 -year design storm is 28,568 ft3. (See Appendix F, Page F-3)
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Final Drainage.docx
Samuel Engineering
wife Aor,.w SoA,hw,.
CURETON MIDSTREAM, LLC
BLACK CREEK COMPRESSOR STATION
PROJECT NUMBER: 18194
CE -201, REV. A
FINAL DRAINAGE REPORT
PAGE 4 of 7
2.2.2 Pond Stage -Storage for Discharge Calculations
Following the determination of the required storage volumes for the detention pond, the pond
is designed to allow for the storage of the runoff. The proposed detention pond required
volume is achieved by utilizing an existing natural depression on the site.
(See Appendix J for construction drawings)
The stage -storage relationship is determined by calculating incremental contour areas and using
the average end area method for computing volume. The key stages for storage volumes are
identified to allow for discharge calculations for the pond outlet structure.
(See Appendix G for pond stage -storage information)
2.2.3 Pond Outlet Structure Design
The detention pond will discharge through a flow control structure and pipe spillway at the
allowable "historic" peak flowrate. The outflow from the pond is controlled by orifices which are
designed using steady state flow computations that account for the lowering stage of the pond
as it drains. The stage at each key storage volume is input as the headwater depth on the weir to
determine the required size of the weir.
The first stage of flow control on the outlet structure is the WQCV orifice. The WQCV is intended
to have a 40 -hour residence time in the detention pond, therefore the WQCV orifice is for a
flowrate of 0.0287 cfs (See Appendix H, Page H-2). With headwater at elevation 4641.96 ft, the
resulting orifice is three 7/8" diameter holes spaced at 3-1/2" with centroid elevations at
4640.99 ft, 4641.28 ft, and 4641.57 ft. (See Appendix H, Page H-3)
It is intended that the runoff volumes above the WQCV up to the 100 -year design storm outflow
will be controlled by adding a restrictor plate to the structure discharge pipe, therefore the
overflow weir on the outlet structure will not control the flow and no flow control orifices are
installed above the WQCV orifice plate. With headwater at elevation 4643.41 ft, the bottom of
the restrictor plate will be placed at an elevation of 4641.24 ft to maintain a maximum flow rate
of 1.75 cfs. The 100-yr volume drains in 4.62 hours and the pond will completely empty in 44.94
hours. (See Appendix H, Page H-5)
The pond is equipped with an emergency overflow spillway to safely pass storm water flow in
excess of the design storm volume. This emergency overflow spillway is designed for the
developed 100 -year peak runoff rate of Qioa = 16.82 cfs while maintaining a flow depth of less
than 6" over the spillway elevation. The overflow weir is designed with side slopes at 4H:1V cut
to the top of the pond embankment. To maintain a flow depth of less than 6", the spillway must
have a width of 15.00 ft. (See Appendix H, H-9)
The flow velocity out of the pond discharge pipe should be designed to be below 3.00 ft/s to
reduce potential of scour and sediment transportation from the outfall. The flow rate is
controlled by the 100 -year restrictor plate and the velocity is controlled by flattening the pipe
slope. The 12" RCP outfall pipe has a slope of 0.25% which yields a peak velocity of 2.59 ft/s at
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Final Drainage.docx
Samuel Engineering
CURETON MIDSTREAM, LLC
BLACK CREEK COMPRESSOR STATION
PROJECT NUMBER: 18194
CE -201, REV. A
FINAL DRAINAGE REPORT
PAGE 5of7
the maximum flow rate 1.75 cfs. Riprap outlet protection will be added to the outfall as a best
management practice, but since the velocity is less than 3.00 ft/s, no additional scour protection
is required. (See Appendix H, Page H-10)
2.3 HYDRAULICS
Due to the type of plant being constructed the site grading will have minimum slopes with the
majority of onsite runoff being conveyed by sheet flow and using culverts to pass flow beneath
plant roads. Shallow swales will be utilized direct flow to the conveyance facilities. The swales
will have shallow slopes and low velocity flows.
2.3.1 Culverts
Per Weld County Code Article XII, Section 23-12-70 A, major drainage systems must be able to
convey the fully developed flow from a watershed for the 1 -hour, 100 -year event without
significant damage to the system. In addition, the Weld County Engineering and Construction
Guidelines dictate that culverts must be sized so that road overtopping does not result in more
than 6 -inches of water in the 10 -year event and 18 -inches of water in the 100 -year event.
Although the local requirements allow for overtopping of the road during the design storms, the
culverts on this site will be sized so that no flow occurs over the road and the relationship of
headwater depth to pipe diameter (HW/D) is 2.0 or less for the 10 -year storm and the allowed
overtopping during the 100 -year storm will be maintained below 6 -inches. This additional
conservatism will ensure that the plant remains accessible even during major storms. The
culvert used on this site is not within Weld County road right-of-way.
The site culvert sizes are verified using Autodesk Hydraflow Express which produces hydraulic
grade lines and computes the upstream headwater elevation to check for overtopping.
Culvert 1 will be a 15" RCP Culvert with flared -end sections and will pass the 10 -year developed
flow of 1.13 cfs without overtopping the road and has an HW/D ratio of 0.45. The 100 -year
developed flow of 6.40 cfs will result in an upstream headwater elevation of 4637.97 ft which
results in an Hw/D ratio of 1.39. This flow condition indicates that the road does not overtop.
Culvert 1 is properly sized to convey the design storms. (See Appendix I, Pagel -2 and 1-3)
2.3.2 Ditches
Roadside conveyance ditches are utilized in cut areas to convey offsite flows around the
developed site and the detention pond. These ditches will receive minimal inflows due to the
positioning of the pad near the crest of a natural ridgeline.
2.4 GRADING AND DRAINAGE DESIGN
The results of this drainage study have been incorporated into the project construction
drawings. See Appendix J for Grading and Drainage Plans and Details.
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Final Drainage.docx
Samuel Engineering
CURETON MIDSTREAM, LLC
BLACK CREEK COMPRESSOR STATION
PROJECT NUMBER: 18194
CE -201, REV. A
FINAL DRAINAGE REPORT
PAGE 6 of 7
3.0 POND MAINTENANCE REQUIRMENTS
The structural and functional integrity of the detention basin shall be maintained at all times by
removing and preventing drainage interference, obstructions, blockages, or other adverse
effects into, through, or out of the system.
3.1 ROUTINE MAINTENANCE
3.1.1 Inspections
Routine inspections shall be performed a minimum of 2 times annually and after major rainfall
events.
3.1.2 Sediment and Debris Management
Periodic silt removal shall occur when standing water conditions occur or the pond's storage
volume is reduced by more than 10%. Silt shall be removed and the pond/basin returned to
original lines and grades shown on the approved engineering plans (See Appendix J). In addition,
corrective measures are required any time a basin does not drain completely within 72 hours of
cessation of inflow.
Accumulated litter, sediment, and debris shall be removed every 6 months or as necessary to
maintain proper operation of the basin. Disposal shall be in accordance with federal, state and
local regulations.
3.1.3 Vegetation Management
Detention facilities shall be mowed monthly between the months of April and October or
anytime vegetation exceeds 12 -inches in height.
3.2 NON -ROUTINE MAINTENANCE
3.2.1 General
The detention basin shall be kept free of excess trash and debris, poisonous and noxious weeds,
contaminants and pollution, rodent holes, standing water harboring insects, and unwanted
vegetation growth (i.e. trees). These potential defects shall be repaired or mitigated to the
original state within 30 days from the date of observation.
3.2.2 Facility Repairs
If upon routine inspection any signs of damage to the outlet structure, forebay, trickle channel,
outlet pipe, emergency spillway, or pond embankment are observed, the feature shall be
repaired to the original state within 30 days from the date of observation.
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4. P..>...a• .,a..,•,:, .
CURETON MIDSTREAM, LLC
BLACK CREEK COMPRESSOR STATION
PROJECT NUMBER: 18194
CE -201, REV. A
FINAL DRAINAGE REPORT
PAGE 7 of 7
4.0 CONCLUSION
This drainage study has been prepared in accordance with the Weld County Storm Drainage
Criteria and Urban Drainage Criteria Manuals and accepted Professional Engineering Practices.
This drainage study has been designed to convey developed flows through an extended
detention basin pond designed with controlled discharge rates for the minor and major storms.
The flows then travel through established drainage ways in a manner consistent with the
predevelopment drainage patterns. With a properly constructed and maintained pond along
with the proposed erosion control measures this development will not adversely impact the
existing drainage or existing downstream developments.
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Samuel Engineering
I
SECTION
SECTION
I
4
SECTION 33
5
SECTION
SITE
SECTION
R62W
9
6TH PM
103
SECTION 10
8
a
SECTION
VICINITY
MAP
\
17
SECTION 15
I SCALE 1" = 2000'
r0' i5 501.6
40' It ie'11
A
1W' 21 JE W
A
55X00
I
Hydrologic Soil Group —Weld County Colorado. Southern Part
(Cureton Lost Creek Site)
555®
t
Map Scale 1 20.000 it Anted on Alandscape (11- x 8.5') shed.
555300
►
0 250 500 1303
Feet
0 500 1003 2100 3000
Map prgecan Vt Mercator Cane coordinates. 1/143SB4 Edge to UTIA Zn 13N'AGSM
Meters
1500
Natural Resources
Conservation Service
5
55BHD
a
Web Soil Survey
National Cooperative Soil Survey
55:ID0
3
e
A
8/6/2018
Page 1 of 4
40' ISWN
40' 14 It t4
Hydrologic Soil Group —Weld County Colorado Southern Part
(Cureton Lost Creek Site)
MAP LEGEND MAP INFORMATION
Area of Interest (AO!)
Area of Interest (AOI)
Soils
Soil Rating Polygons
C
C
C
C
•
C
A
AD
B
BD
r
CD
D
Not rated or not available
Soil Rating Lines
M
ti
/V
A
ND
B
0y B+D
C
a.— CrD
-y D
Not rated or not available
Soil Rating Points
•
•
■
A
AD
B
BD
O
o .O
� D
• Not rated or not available
Water Features
Streams and Canals
Transportation
11-•y Rails
ors/ Interstate Highways
iv US Routes
Major Roads
Local Roads
Background
Aenal Photography
The sod surveys that compnse your AOl were mapped at
1.24.000.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map Natural Resources Conservation Service
Web Soil Survey URL
Coordinate System Web Mercator (EPSG 3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection. which preserves direction and shape but distorts
distance and area. A projection that preserves areasuch as the
Albers equal-area conic projection should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date's; listed below.
Soil Survey Area Weld County Colorado. Southern Part
Survey Area Data Version 16 Oct 10, 2017
Soil map units are labeled (as space allows) for map scales
1 50.000 or larger.
Date(s) aenal images were photographed Jul 17 2015 —Sep
22 2016
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result some minor
shifting of map unit boundanes may be evident.
galNatural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
8/6/2018
Page 2 of 4
Hydrologic Soil Group —Weld County. Colorado. Southern Part
Cureton Lost Creek Site
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in A01
Percent of A01
49
Osgood sand 0 to 3
percent slopes
A
115 4
7.1%
69
Valent sand. 0 to 3
percent slopes
A
83.7
5.2%
70
Valent sand. 3 to 9
percent slopes
A
1.421.3
87.7%
Totals for Area of Interest
1,620 4
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A. B, C, and D) and
three dual Basses (A/D. B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep. moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of days that have a high shrink -swell
potential, soils that have a high water table. soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
vigNatural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
8/6/2018
Page 3 of 4
Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htm l?lat=40.2487&...
NOAA Atlas 14, Volume 8, Version 2
Location name: Roggen, Colorado, USA*
Latitude: 40.2487°, Longitude: -104.3358°
Elevation: 4637.67 ft**
source ESRI Maps
" source USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Penca. Deborah Martin, Sandra Pavlovic, Ishani Roy Mchael St. Laurent, Carl Trypaluk Dale
Unruh, Mchael Yekta. Geoffery Bonnin
NOAH National Weather Service, Silver Spring. Maryland
PF tabular l PF_graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration
5 -min
Average recurrence interval (years)
1
0.252
(0.201-0.318)
10 -min
0.369
(0.294-0.465)
2
0.304
(0.243-0.384)
0.445
(0.355-0.562)
5
0.401
(0.319-0.508)
10
0.494
(0.390-0.627)
25
0.588
(0.467-0.744)
0.723
(0.571-0.919)
0.637
(0.494-0.855)
0.933
(0.723-1.25)
50
0.761
(0.572-1.03)
1.11
(0.837-1.51)
100
0.896
(0.649-1.24)
200
1.31
(0.951-1.81)
1.05
(0.725-1.48)
1.53
(1.06-2.16)
500
1.26
(0.839-1.82)
1.85
(1.23-2.66)
1000
1.44
(0.925-2.08)
2.11
(1.35-3.05)
15 -min
0.450
0.543
0.717
0.881
1.14
1.36
1.60
1.87
2.25
2.57
(0.359-0.568)
(0.433-0.686)
(0.570-0.908)
(0.696-1.12)
(0.881-1.53)
(1.02-1.84)
(1.16-2.21)
(1.29-2.63)
(1.50-3.25)
(1.65-3.72)
30 -min 0.602 0.726 0.958
(0.480-0.759) (0.579-0.917) (0.761-1.21)
60 -min
0.744
(0.594-0.939)
2 -hr
3 -hr
0.886
(0.713-1.11)
0.968
(0.783-1.20)
0.889
(0.709-1.12)
1.05
(0.846-1.32)
1.14
(0.921-1.42)
1.17
(0.929-1.48)
1.38
(1.10-1.73)
1.18
(0.930-1.50)
1.44
(1.14-1.83)
1.52
(1.18-2.04)
1.87
(1.45-2.52)
1.81
(1.36-2.45)
2.24
(1.69-3.04)
2.13
(1.55-2.94)
2.66
(1.93-3.67)
2.49 3.00 3.42
(1.73-3.51) (2.00-4.33) (2.20-4.95)
3.12
(2.17-4.41)
3.79
(2.53-5.48)
1.70
(1.35-2.14)
1.49
(1.20-1.86)
1.83
(1.47-2.30)
2.22
(1.74-2.97)
2.39
(1.89-3.20)
2.67
(2.03-3.60)
2.90
(2.22-3.88)
3.18
(2.33-4.37)
3.46
(2.55-4.73)
3.75
(2.63-5.26)
4.09
(2.89-5.72)
4.58
(3.08-6.57)
5.03
(3.40-7.18)
4.35
(2.80-6.29)
5.27
(3.42-7.56)
5.80
(3.79-8.28)
6 -hr
1.12
(0.914-1.38)
1.32
(1.07-1.63)
1.71
(1.39-2.11)
2.09
(1.69-2.60)
2.72
(2.16-3.59)
12 -hr
1.30
(1.07-t59)
1.55
(1.27-1.89)
2.00
(1.64-2.45)
2.42
(1.97-2.98)
3.08
(2.45-3.98)
3.27
(2.52-4.33)
3.63
(2.81-4.73)
3.88
(2.89-5.25)
4.24
(3.16-5.64)
4.57
(3.25-6.32)
5.58
(3.81-7.89)
6.42
(4.23-9.08)
4.90
(3.50-6.67)
5.85
(4.02-8.15)
6.62
(4.41-9.27)
24 -hr
1.54
(1.28-1.87)
1.81
(1.50-2.19)
2.30
(1.90-2.79)
2.74
(2.25-3.34)
3.42
(2.74-4.36)
3.99
(3.11-5.13)
4.60
(3.46-6.05)
5.26
(3.79-7.08)
6.21
(4.30-8.55)
6.97
(4.68-9.67)
2 -day
1.77
2.09
2.63
3.11
3.82
4.40
5.01
5.65
6.55
7.27
(1.48-2.13)
(1.74-2.51)
(2.19-3.17)
(2.58-3.76)
(3.07-4.80)
(3.45-5.58)
(3.79-6.49)
(4.10-7.51)
(4.57-8.92)
(4.93-9.99)
3 -day
4 -day
1.94
(1.63-2.32)
2.07
(1.75-2.46)
2.26
(1.89-2.70)
2.39
(2.01-2.84)
2.81
(2.35-3.36)
2.95
(2.47-3.51)
3.29
(2.73-3.95)
4.00
(3.23-4.99)
4.58 5.20 5.85 6.76 7.48
(3.61-5.78) (3.95-6.69) (4.27-7.72) (4.74-9.14) (5.10-10.2)
3.43
(2.86-4.11)
4.15
(3.36-5.15)
7 -day
10 -day
2.36
(2.00-2.78)
2.61
(2.22-3.06)
2.72
(2.31-3.21)
3.01
(2.57-3.54)
3.33
(2.82-3.94)
3.68
(3.12-4.33)
3.86
(3.24-4.58)
4.24
(3.57-5.00)
4.59
(3.74-5.63)
5.00
(4.08-6.08)
4.73 5.34 5.99 6.90
(3.74-5.94) (4.08-6.85) (4.39-7.88) (4.86-9.30)
5.18 5.78 6.41 7.25
(4.12-6.42) (4.44-7.33) (4.72-8.32) (5.14-9.66)
5.60
(4.46-6.89)
6.20
(4.77-7.79)
20 -day
3.36
(2.89-3.91)
3.86
(3.31-4.48)
4.64
(3.97-5.41)
5.29
(4.50-6.18)
6.15
(5.04-7.35)
6.79
(5.45-8.24)
7.42
(5.76-9.21)
6.80
(5.03-8.77)
8.04
(5.99-10.2)
7.61
(5.41-10.1)
8.84
(6.34-11.5)
7.62
(5.22-10.4)
7.91
(5.46-10.7)
8.22
(5.70-11.0)
9.43
(6.60-12.5)
30 -day
3.99
4.55
5.45
6.17
7.12
7.83
8.50
9.16
9.99
10.6
(3.44-4.61)
(3.93-5.26)
(4.69-6.32)
(5.28-7.18)
(5.86-8.46)
(6.31-9.43)
(6.63-10.5)
(6.85-11.6)
(7.20-12.9)
(7.45-14.0)
45 -day 4.76 5.43 6.49 7.33 8.41 9.20 9.94 10.7 11.5 12.1
(4.13-5.46) (4.71-6.24) (5.61-7.48) (6.30-8.47) (6.95-9.91) (7.45-11.0) (7.79-12.2) (8.01-13.3) (8.34-14.8) (8.59-15.9)
60 -day
5.39
6.18
7.39
8.34
9.56
10.4
11.2
12.0
12.9
13.5
(4.70-6.16)
(5.37-7.07)
(6.41-8.48)
(7.20-9.61)
(7.92-11.2)
(8.46-12.4)
(8.81-13.6)
(9.03-14.9)
(9.34-16.5)
(9.57-17.6)
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) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at
upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
C-2
I of4 6/27/2018, 5:17 PM
Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htm I?lat=40.2487&...
Precipitation depth (in)
14
12
10
8
6
4
2
PDS-based dep_h-duration-frequency (DDF) curves
Latitude 40.2487`, Longitude -104 3358:
c c
E E
25 50 100 200
NOAA Atlas 14, Volume 8, Version 2
r
Duration
z
a
N
ro tutu
-C3 -O-O
ro r0 ro ro to ro
I -O at
N r•'1 d I- O O ul pp
500 1000
Average recurrence interval (years)
Created (GMT): Wed Jun 27 23.16:10 2018
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
1
2
5
— 10
25
50
100
200
- 500
1000
Duration
Stain
10 men
15- nn
3O-mrn
60 -mw
2 -hr
3 -fir
6 -hr
12 -hr
24 -hr
2 -day
?-day
4 -day
7 -day
10 -day
20 -day
30 -day
45 -day
60 -day
C-3
6/27/2018, 5:17 PM
Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pttis_printpage.htm I?Iat=40.2487&...
2km
I ►
1mi
I _
Large scale terrain
3km
Medicine
3w.Natio"
Feed
I _
1
2mi
Fqt Cello s
I
a • a
Large scale map
itIr
100km
I
60mi
cal
Cheyenne
Large scale aerial
4-
3 of
C-4
6/27/2018, 5:17 PM
Precipitation Frequency Data Server
https /hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=40.2487&...
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions@noaa.ctov
Disclaimer
C-5
4 of 4 6/27/2018.5:17 PM
Appendix D:
Area Weighted Imperviousness Values
AREA WEIGHTED IMPERVIOUSNESS VALUES
CURETON BLACK CREEK COMPRESSOR STATION
SECTION 9, TOWNSHIP 3 N, RANGE 62 W - WELD COUNTY, CO
HISTORIC CONDITIONS
Surface
Characteristic
Basin 1
A acre I % Al
Undeveloped
7 45 2 14.9
Alai,' acre
0
I+vetghted� 0
7.45
2.0
DEVELOPED CONDITIONS TRIBUTARY TO DETENTION POND
Surface
Characteristic
Basin 1A
A acre I % Al
Roofs
Equipment Pads
Gravel Roads
Gravel Surface/Roadbase
Pond Surface
Undeveloped
0.0041 90 0.37
0.1849 80 14.79
0.6050 80 48.40
2.1401 40 85.60
0.6991 100 69.91
3.8206 2 7.64
Atotai. acre
.v 0
P'�ghl@tJ� �0
7.45
30.42
Table RO-3—Recommended Percentage Imperviousness Values
Land Use Of
Sj!ace Characteristics
r? tentage
rper; ckisress
s Iness:
0orreneraal areas
'Jeighborhacr areas
._•_
Resident a :
2 ^•y e -'artily
'
`Ault -_,nit (det3:heo'
eC
`Ault -unit (attacred:
7.7
Half -acre lot or arger
'
A:3^r-en:s
2C
ndus:ria
_ v: areas
2C
Heavy areas
CC
3'115 ce'neteres
5
= aygroures
IC
:haos
EC
Railroad yarc areas
1 5
Jndeveloped Areas
-iislonc flcw anatysrs
_
3reenbe :s. agriculture
2
04f -site flow anatyss
when land ..se nc: defred;
' _
2 :Teets:
=awed
13D
Gravel (packed)
eC
Drive and wa ks
rcc
Roofs
i+C
_awns sa^cy soil
_awns clayey scil
_,
`_ee Fpures RC -3 through RG-5 f4• percentage irnpervo..sness.
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Cureton Black Creek Compressor Station (18194)
Basin EX -1 : Pre -Developed Pad Runoff (10-yr)
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
EX -1
5.58
2.00
A
Acres
B, C, or D
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)"C3
Design Storm Return Penod, Tr =
C1 =
C2=
C3=
P1=
10
28.50
10.00
0.786
1.44
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Ovende Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Ovende 5-yr. Runoff Coefficient. C =
0.07
0.00
(enter an ovende C value if desired, or leave blank to accept calculated C.)
(enter an ovende C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
Q Beginning
Flay D irec tie n
Catchment
Booiasy
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
2.5
5
7
10
15
I 20
J
Calculations
Reach
ID
Overland
1
2
3
4
5
Slope
S
ft/fl
input
0.0299
0.0299
Length
L
ft
input
500
184
Sum
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc. I =
Rainfall Intensity at Regional Tc. I =
Rainfall Intensity at User -Defined Tc. I =
2.08
3.40
3.40
684
inch/hr
inch/hr
inch/hr
5-yr
Runoff
Coeff
C-5
output
0.00
NRCS
Convey-
ance
input
N/A
5.00
Flow
Velocity
V
fps
output
0.27
0.86
Flow
Time
Tf
minutes
output
30.94
3.55
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate. Qp =
34.49
13.80
1380
0.80
1.31
1.31
cfs
cfs
cfs
Basin EX -1 - 10-yr.xls, Tc and PeakQ 10/17/2018, 8:58 PM
E-2
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Cureton Black Creek Compressor Station (18194)
Basin EX -1 : Pre -Developed Pad Runoff (100-yr)
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Sod Type =
EX -1
5.58
2.00
A
Acres
A. B, C. or D
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)*C3
Design Storm Return Period, Tr =
Cl =
C2=
C3=
P1=
100
28.50
10.00
0.786
2.66
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient. C =
Overide Runoff Coefficient. C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient, C =
0.22
0.00
(enter an overide C value if desired. or leave blank to accept calculated C.)
(enter an ovende C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
O BeChabis
Flow Dlaettisa
Cetrkaaeat
"St.
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
2.5
I 5
7
10
15
20
Calculations:
Reach
to
Overland
Slope
S
ft/ft
input
Length
L
ft
input
500
5-yr
Runoff
Coeff
C-5
output
1
2
3
4
5
0.0299
0.0299
0.00
184
Sum
684
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc. I =
Rainfall Intensity at Regional Tc. I =
Rainfall Intensity at User -Defined Tc. I =
3.84
6.28
6.28
inch/hr
inch/hr
inch/hr
NRCS
Convey-
ance
input
N/A
5.00
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.27
30.94
0.86
3.55
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate. Op =
Peak Flowrate. Qp =
34.49
13.80
13.80
4.65
7.61
7.61
cfs
cfs
cfs
Basin EX -1 - 100-yr.xis, Tc and PeakQ 10/17/2018, 9:03 PM
E-3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Cureton Black Creek Compressor Station (18194)
Basin EX -2 : Pre -Developed Pad Runoff (10-yr)
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
EX -2
7.45
2.00
A
Acres
A. B. C. or D
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)"C3
Design Storm Return Period. Tr =
C1 =
C2-
C3 -
P1=
10
28.50
10.00
0.786
1.44
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient. C =
0.07
0.00
Reach f
NRCS Land
Type
Con veyance
Calculations:
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an ovende C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
Reach I
Reach 2
overland
flow
LEGEND
['mingling
Flow D irec do n
Casekrnent
Bo unlaay
Heavy
Meadow
2.5
Tillag el
Field
5
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
10 15
20
Reach
ID
Overland
Slope
S
wry
input
I r'nilfh
,r
input
500
5-yr
Runoff
Coeff
C-5
output
0.0278
0.00
1
0.0278
202
2
3
4
5
Sum
;02
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc. I =
Rainfall Intensity at Regional Tc. I =
Rainfall Intensity at User -Defined Tc. I =
2.03
3.39
3.39
inch/hr
inch/hr
inch/hr
NRCS
Convey-
ance
input
N;A
5.00
Flow
Velocity
fps
output
Flow
Time
Tf
minutes
output
0.26
31.69
0.83
4.04
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate. Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
35.73
13.90
13.90
1.05
1.75
1.75
cfs
cfs
cfs
Basin EX -2 - 10-yr.xls, Tc and PeakQ 10/17/2018, 9:07 PM
E-4
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
EX -2
745
2.00
A
Cureton Black Creek Compressor Station (18194)
Basin EX -2 : Pre -Developed Pad Runoff (100-yr)
Acres
A. B, C, or D
II. Rainfall Information I (inch/hr) = C1 • P1 /(C2 + Td)AC3
Design Storm Return Period, Tr =
C1 =
C2=
C3=
P1=
100
28.50
10.00
0.786
2.66
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Ovende 5-yr. Runoff Coefficient, C =
022
0.00
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
0 Redlining
Flaw Direction
Caieluaaat
Bosdery
NRI..S I. and
Type,
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
2.5
5
7
10
15
20
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
input
Length
L
ft
input
500
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
N/A
Flow
Velocity
V
fps
output
Flow
Time
If
minutes
output
1
3
4
0.0278
0.0278
202
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc. I =
Rainfall Intensity at User -Defined Tc. I =
Sum
3.76
6.26
6.26
702
inch/hr
inch/hr
inch/hr
0.00
0.26
31.69
5.00
0.83
4.04
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
35.73
13.90
13.90
6.08
10.12
1012
cfs
cfs
cfs
Basin EX -2 - 100-yr.xls, Tc and PeakQ 10/17/2018, 9:05 PM
E-5
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Cureton Black Creek Compressor Station (18194)
Basin PR -1 : Developed Pad Runoff (10-yr)
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
PR -1
4.69
2.00
A
Acres
A B. C,orD
II. Rainfall Information I (inch/hr) = C1 " P1 /(C2 + Td)AC3
Design Storm Return Period, Tr =
C1 =
C2=
C3=
P1=
10
28.50
10.00
0.786
1 44
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation -see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Ovende 5-yr. Runoff Coefficient. C =
0.07
0.00
(enter an ovende C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
OBeginning
Flow Dirrctie n
Catefuwent
Boundary
NRCS Land
Type
Hea.-,
Mead , .i
- Ilage°
F Feld
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
2.5
5
7
10
15
20
e
Calculations
Reach
ID
Overland
Slope
S
ft ft
input
Length
L
ft
input
500
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
N/A
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0299
0.00
0.27
30.94
1
0 0299
80
2
3
4
5
Sum
580
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc. I =
Rainfall Intensity at Regional Tc. I =
Rainfall Intensity at User -Defined Tc. I =
2.16
3.46
3.46
inch/hr
inch/hr
inch/hr
5.00
0.86
1.54
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Op =
Peak Flowrate, Op =
Peak Flowrate. Qp =
32.48
13.22
13.22
0.70
1.13
1.13
cfs
cfs
cfs
Basin PR -1 - 10-yr.xls, Tc and PeakQ 10/17/2018, 9:48 PM
E-6
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Cureton Black Creek Compressor Station (18194)
Basin PR -1 : Developed Pad Runoff (100-yr)
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Sal Type =
PR -1
4.69
2.00
A
Acres
A B. C.orD
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)"C3
Design Storm Return Period, Tr =
C1 =
C2=
C3=
P1=
100
28.50
10.00
0.786
2.66
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Ovende Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Ovende 5-yr. Runoff Coefficient. C =
0.22
0.00
(enter an ovende C value if desired, or leave blank to accept calculated C.)
(enter an ovende C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
O Ong
Flaw Dbntiion
Cateiama:t
Bosaiary
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
2.5
5
7
U 10
15
20
Calculations,
Reach
ID
Overland
Slope
S
ft/ft
input
0.0299
Length
L
ft
input
500
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
N/A
0.00
Flow
Velocity
V
fps
output
0.27
Flow
Time
TI
minutes
output
30.94
1
0.0299
180
2
3
4
5
Sum
680
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc. I =
Rainfall Intensity at Regional Tc. I =
Rainfall Intensity at User -Defined Tc. I =
3.84
6.28
6.28
inch/hr
inch/hr
inch/hr
5.00
0.86
3.47
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Op =
Peak Flowrate, Op =
Peak Flowrate, Qp =
34.41
13.78
13.78
3.91
6.40
6.40
cfs
cfs
cfs
Basin PR -1 - 100-yr.xls, Tc and PeakQ 10/17/2018, 9:47 PM
E-7
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Cureton Black Creek Compressor Station (18194)
Basin PR -2 : Developed Pad Runoff (10-yr)
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Sod Type =
PR -2
7.45
30.42
A
Acres
°10
A. B, C, or D
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =
C1 =
C2=
C3=
P1=
10
28.50
10.00
0.786
1.44
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation -see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Ovende Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient. C =
0.26
0.19
(enter an ovende C value if desired, or leave blank to accept calculated C.)
(enter an ovende C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
L) Beginning
Cate hate vat
Bounitary
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Wate s
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
7
10
15
20
Conve ante
2.5
5
Calculations:
Reach
ID
Overland
1
2
3
4
5
Slope
S
tt `ft
input
0.0278
0.0050
Sum
Length
L
input
170
714
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
N/A
Flow
Velocity
V
fps
output
0.19
0.19
884
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc. I =
Rainfall Intensity at Regional Tc. I =
Rainfall Intensity at User -Defined Tc. I =
2.17
3.28
3.28
inch/hr
inch/hr
inch/hr
10.00
0.71
Flow
Time
Tf
minutes
output
15.21
1683
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate. Qp =
Peak Flowrate. Qp =
32.04
14 91
14.91
4.15
6.26
6.26
cfs
cfs
cfs
Basin PR -2 - 10-ymds, Tc and PeakQ 10/17/2018. 9:42 PM
E-8
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Cureton Blaco Creek Compressor Station (18194)
Basin PR -2 : Developed Pad Runoff (100-yr)
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
PR -2
7.45
30.42
A
Acres
A. B. C.orD
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =
C1 =
C2=
C3=
P1=
100
28.50
10.00
0.786
2.66
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Ovende 5-yr. Runoff Coefficient, C =
0.37
0.19
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
OBeginnir
Flow Direction
Catchment
Boundary
NR!: S Land
Type
r .Eia
F.t,j I l ..
Tillage/
Field
Short
Pasture/
Lawns
Nra.,.
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
1
1 5
7
10
( 15
20
Calculations
Reich
ID
O rerland
Slope
S
ft ft
input
0.0278
0.0050
2
3
4
5
Length
L
ft
input
170
714
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
N/A
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
019
0.19
15.21
Sum
884
IV. Peak Runoff Prediction
Rainfall Intensity at Computed To. I =
Rainfall Intensity at Regional Tc. I =
Rainfall Intensity at User -Defined Tc. I =
4.78
6.06
6.06
inch/hr
inch/hr
inch/hr
20.00
1 41
8 41
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
23.63
14.91
14.91
13.29
16.82
16.82
cfs
cfs
cis
Basin PR -2 - 100-yr.xds. Tc and PeakQ 10/17/2018, 9:44 PM
E-9
Appendix F:
Detention Basin Volume by the Modified FAA Method
DESIGN POND VOLUMES
Water Quality Capture Volume
WQCV = 12[0.9113-1.1912+0.781]
where:
/ = Percent Impervious (%100) = 30.42%
A = basin area (acres) = 7.45 ac
7
WQCV = 125 [0.91(0.3042)3 — 1.19(0.3042)2 + 0.78(0.3042)] = 0.0948 ac — ft
WQCV = 4,131 cf
10-yr Runoff Volume
From FAA Worksheet —
V10 = 7, 225 cf
100-yr Runoff Volume
From FAA Worksheet —
V loo = 28, 568 cf
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Cureton Black Creek Compressor Station
Basin ID Storm Water Detention Pond - Developed Basin PR -2
(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 llnput)
Design Information (Input):
C.ethment Drainage imper.coasness
la =1._
'.042
percent
2 tcnmenl vranage Imperviousness
I.=
30.42
percent
Catchment Dranage Area A =
7 450
apes
:aichment Drainage Area A =
7.450
was
Predevelopment MRCS Sod Group Type =
A
A B. C or D
redevelopment MRCS Sod Group
Type = A
A. B C. or D
Return Penod for Detention Corned T =
10
years (2 5. 10 25. 50 or 100
Retie Penod for Detention Control
T =
t' -ti l2u^
years (2 5. 10.25. 50. or 100)
Tune of Concentration of Watershed Tc =
15
minutes
rime of Concentration of Watershed
Te =
is
minutes
Alowable tht Release Rate q =
0.18
cfs/acre
Aaowtle UM Release Rate q =
: �: ?si : ` '
ds/we
One -nog Precprtabon P. =
1.44
inches
One -hour Preciprtabon P. _,
_t'%?;:"� .. -1
inches
Design Ralnfd IOF Formula I • CC PJ(Cy.tj'cr
Design Rainfall 'OF Formula I • C,' P,/(CeTJ'C1
Coefficient One C, =
28.50
: oett,c,ent One C, =
28.50
Coefficient Two C2=
10
Joefficient Two C3=
10
Coefficient Three C-. =
0.789
:,en -icier,' Three CI =
0.789
Determination of Averacte Outflow from the Basin fcalculatedl:
Determination of Average Outflow from the Basin (Calculated];
Runoff Coefficient C =
0 26
Runoff Coefficient C =
0.37
Inflow Peak Runoff Op -in =
6 27
cfs
Inflow Peak Runoff au -in =
16.49
cis
Alowable Peak Outflow Rate Op -out -
1.31
cis
Alowable Peak Outflow Rate Op-o,.t =
1.31
:fs
Mod. FAA Minor Storage Volume =
7 225
cubic feet
Mod. FAA Major Storage Volume =
28 568
cubic feet
Mod. FAA Minor Storage Volume =
0.166
acre -ft
Mod. FAA Major Storage Volume =
0.656
acre -ft
5
<- Enter Redd Duration Incremental Increase Value Here (e.g S for S-lintesj
Rainfall
Rental
Inflow
Adjustment
Average
Outflow
Storage
Randal
Rainfall
Inflow
Ad stment
Average
OtStow
Storage
Duration
Intensity
Volume
Factor
Outflow
Volume
Vobune
[Anson
Intensity
Volume
Factor
Outflow
Volume
Volume
minutes
inches / hr
we -feet
"m"
ds
we -feet
we -feet
nreses
inches / hr
acre-feet
-m'
cif
we -feet
ape-fMet
, 'NMI l
(emu)
Lo u]
(output)
(otal0
(output)
Output)
isputl
foutpu)
:ou td!
toufN)
(output)
(oulPuli
(oultiortl
0
0.00
0.000 0.00 0.00 0.000
0.000
0
0.00 0 000 0 DO 0 00 0.000 0.000
5
4.84
0.065
1,00
1.31 0009
0.050
5
6.95 0.170 100 131 0.009 0.161
10
3.86
0 103
100
131 0.018
0.085
10
713
0.271 100 131 0.018
0.253
15
3.24 0130
1.00
131
0.027
0.103
15
5.98
0.341 100 131
0.027
0.314
20
2.80 0.150
0.88
1 t 5
0.032
0.118
20
5.18
0.393 0.86 t 15
0.032 0 362
25
2 48 0 166 _0.80 1 05
0.036
0.130
25
4.59
0.435 0 80 1 05
0.036 0.399
30
223
0179
0.75 0.98 0.041
0.138
30
413
0.470 0.75 0.98
0.041
0430
35
2.04
0 190
0.71
094 0,045
0.145
35
3.76
0.500 0.71 0.94
0.045
0.455
40
187
0.200
0.69
0.90 0.050
0.150
40
3.46
0.526
0.69 0.90
0.050 0.476
45
1 74
0.209
0.67
0 67 0.054
0.155
45
3.21
0.549
0.67 0.87
0.054
0.494
50
1.52
0.216
0.65
0.85
0.059
0.158
50
3.00
0.569 0.65 0.85
0.059
0.51U
55
1.52 0.224
0.64 0.83
0.063
0.180
55
2.81
0.568 0.64 0.83
0.063 0.524
60
1.44 0.230
0.63
0.82 0.068
0.162
60
2.65
0.605 0.63 0.82
0.068 0.537
85
1.38 0238
0.62
0.81 0.072
0.164
65
2.51
0.620 0.62 0.81
0 072
0.548
70
1 29 0.242
0.61 0.80 0.077
0.165
70
2.39
0.635 0.61 0 80
0.077
0.558
75
1 23 0 247
0.60 0.79 0.081
0.165
75
228
0.848 0 60 0 79
0.081 0.567
80
1 18 0.252
0.59 0 78 0.086
0.166
80
2.18
0.661 0.59 0.78
0.086 0.576
85
1.13 0.258
0.59
0.77
0 090
0.166
85 2 09
0.673
0.59 0.77
0.090 0.583
90
1 08 0 260
0.58
0 75
0.095
0.166
90 2.00 0.665
0.58
0.76
0.095
0.590
95
1.04 0.264 0.58 0 76 0.099
0.155
95 1 93 0.695
0.58
0.78
0.099
0.596
100
1 01 0 268
0 58
0.75 0 104
0.165
100
1 86 0.705
0.56 0.75 0.104
0 602
105
0.97
0 272
0.57
0.75
0.106
0.164
105
1 79 0.715 0.57 0 75 0.108
0.607
110
0.94
0.276 0.57
0.74
0113
0.163
110
173 0725 0.57 0.74 0.113 0.61?
115
0.91 0.279 0.57 0.74 0117
0.162
115
168
0.733 0.57 0.74
0117 0.616
120
0.88 0 262 0.56
0 74 0 122
0.160
120
1 63
0.742
0.56 0.74
0.122
0.620
125
0.86
0.265
0.56
0.73 0.126
0.159
125
158
0.750
0.56 0.73 0.126
0.624
130
0.83
0286
0.56
0.73 0.131
0.158
130
154
0.758
0.56 0.73
0.131
0.627
135
0.81 0.291
0.56
0.73
0.135
0.156
135
149
0.766
0.58 0 7
0 135
0.631
140
0.79 0.294
0.55 0.73
0 140
0.154
140
145
0.773 0.55 0.73
0.140
0.633
145
0.77
0.297
0.55 0.72
0.144
0.153
145
142
0.780
0.55 0.72
0.144 0.636
150
0.75
0 300
0.55
0.72
0 149
0.151
150
t 38
0.787
0.55 0.72
0 149 0 639
155
0.73
0.302
0.55
0 72
0 153
0.149
155
1 35
0.794 0.55 0.72
0.153
160
0.71
0.305
0.55
0 72
0 158
0.147
160
1 32
0.801
0.55
0.72
0.158
0.643
165
0.70
0.307
0.55
0 71
0.162
0.145
185
1 29
0.807
0.55
0.71
0.162
0.645
170
0.68 0.309
0.54
0.71 0.167
0.142
170
1.26
0.813
0.54 0.71
0.187 0.646
175
D67 0312
0.54
071
0171
0.140
175 123
0819 0.54 0.71 0,171 0648
180
0.65
0 314 0.54
0.71
0 176
0 138
180
1.21
0.025 0.54 0.71 0,176 0.649
155 0.64
0.316 0.54
0.71
0 180
0.136
185
1 18 0.531 054 0,71 0.180 0.650
190
0.63
0.318 0.54
0.71
0.185
0 133
190 1 16 0.836 054 0 71 0 185 0.651
195
0.62 0 320 0.54
0.71 0 169
0.131
195
1 14 0 642 054 0.71 0.189 0.652
200 0.60 0.322 0.54
0.70
0 194
0.128
200 _
112
0.847 0.54 0.70 0.194 0.653
205 0.59
0.324 0.54
0.70
0 198
0.126
205 1 10
0.852
054 0 70 0 198 0.654
210
0.58
0.328 0.54
0.70 0.203
0.123
210
1.08
0.857
0.54 0.70 0.203
0.654
215
0.57 0.328
0.53
0.70 0 208
0.121
215
106
0.862 0 53 0.70
0.208
0.655
220
0.56 0 330
0 53
0.70 0 212
0.118
220
1 04
0.867 0.53 0.70
0.212 0.655
225
0.55 0 332
0.53
0.70 0.217
0.115
225
102
0.872
0.53 0.70
0.217 0.656
230
0.54 0.334
0.53
0.70 0 221
0 112
230
1 00
0.877
0.53 0.70
0.221 0.856
235
0.53 0 335
0.53 0.70
0 226
0.110
235
0 99
0.881
0.53 0.70
0.226 0.656
240
0.53 0.337
D.53 0,70
0 230
0.107
240
0.97
0.888
0.53 0.70
0.230
0 4556
245
0.52 0.339
0.53
0.70
0235
0 104
245
0.96
0.890 0.53 D.70
0.235
250
0.51
0.340
0.53
0.89
0.239
0.101
250
0 94 0 895 0.53
0.89
0 239
d 63t.
255
0.50
0.342
0.53 0.69 D.244
0.098
255
0.93
0.899 0.53
0.69
0.244
0.655
260
0.50 0 344
0.53
0.69 0.248
0.095
260
0 91
0.903
053 0.89
0 248 0.65`_
285
0.49 0.345
0.53
0.69
0.253
0.093
255
0.90
0.907
0.53 0.69 0.253
0.655
270 0.48 0.347
0 53
0 69
0.257
0.090
270
0 89
0.911
0.53
0.69 0.257
0.654
275 0.47 0.348 0.53 0 69
0262
0.087
275 0 88
0.915
0.53
0.69
0 262 0.854
280 0.47 0.350 0.53 0 69 0.268
0 084
280 0 55
0 919 0.53
0 69
0 266 0.653
285 0 46 0 351 0 53 0 69 0.271 0.081
285 0.85
0 923 0.53
0.69 0 271 0.653
290 0.46 0.353 053 0 59 0275
0.077
290 3 84 0 927
0.53 0.69 0 275 0.652
295 0.45 0.354 0.53 0.69 0 280
0.074
295 0.83 0 931
0.53 0.69
0.280
0.651
300 0.44 0.355 0.53 0 69 0.284 0.371
300 0.82 0.935
0.53 0.89
0.284
0.650
Mod. FAA 1A nor Storage Volume (cubic It) • 7.226 Mod. FAA Major Storage Volume (cubic ft) •
Mod. FAA Minor Storage Volume (acre -R) • 0.1659 Mod. FAA Major Storage Volume (acre♦O
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015
22,666
0.2658
Cureton Lost Creek CS - UD-Detenon v2.35 iFAA) .ids Modified FAA
F-3
1011712018. 9 59 PM
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Cureton Black Creek Compressor Station
Basin b: Storm Water Detention Pond - Developed Basin PR -2
r
Inflow and Outflow Volumes vs. Rainfall Duration
Volume (acre-feet)
1
0.9
0.8
0.7
0.6
05
0.4
0.3
0.2
0.1
0
••.••6•6.
••.••••••••••••••••••••••••••••
•••
•
•
•
•
•
•
..:'OOcOO„
1
OOOOOOnOp`
3O OJOo00
0
50 100 150 200
Duration (Minutes)
250
300
-.b.-. Swat Siorrniniloor Velum, Sinai Weft. Ou}br Wan
Mena AoroSIo.age Vultn —&hits Storms 4Aor Vn&Inr -Yala Unrm YW.w
• Mala Storm Stange Vduer
350
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015
Cureton Lost Creek CS - Lt-0etenvon_v2 35 ;FAA) xis Modified FAA t On7/2018 9 59 PM
F-4
Cureton Black Creek Stage -Storage
Interval
(ft)
Elevation
(ft)
Area
(ft')
Volume
(ft3)
Description
0.00
4640.95
0.00
0.00
0.05
4641.00
44.25
0.75
0.55
4641.50
4,236.09
873.19
1.01
4641.96
10,496.49
4227.96
WQCV1
1.05
4642.00
11,022.11
4658.55
1.27
4642.22
12,598.90
7255.83
10-yr Elevation?
1.55
4642.50
14, 764.24
11082.07
2.05
4643.00
19,505.19
19558.26
2.46
4643.41
24,788.28
28651.60
100-yr Elevation3
2.55
4643.50
25,886.86
30932.14
Spillway
3.55
4644.50
39,536.52
63643.83
Freeboard
Notes: 1. Required design WQCV = 4,131 cf
2. Required deisgn 10 -year Storage Volume = 7,225 cf
3. Required design 100 -year Storage Volume = 28,568 cf
Cureton Black Creek Stage Storage
4645.00
4644 50
4644 00
464350
4643 00
4642.50
4642.00
1
4641.50
,1641.00
4640.50
0
10000
20000
301.)
50000
60000 7,X00
Appendix H:
Detention Basin Outlet Structure Design
WATER QUALITY CAPTURE ORIFICE
Size orifice to drain WQCV in 40 hours:
WQCV = 4,131 ft'
t = 40 hours x (3600 sec / hour) = 144,000 seconds
Design Flowrate for WQCV Orifice:
Qw(xv = (4,131 ft') / (144,000 seconds) = 0.0287 cfs
Qwocv = 0.0287 cfs
Cureton Black Creek CS - Detention Pond WQCV Orifce Plate Design Worksheet
Calculation By.
Date:
M. Cloud
10/18/2018
WQCV Orifice Plate Diagram:
TOP W NQN PLAT! nh
SOTTO,' ON POND M
iOrlV• 00 )v.11 Li.
DESIGN INPUTS:
WQCV Orifice Size Design Input:
nowt )
Number of Holes Used (1-5)
Hole Spacing:
Drain Time:
Orifice Coefficient:
Gravitational Constant:
N=
S=
t=
C. _
8=
3
3.5 inches
40 hours
0.6
32.2 ft/s
VARIABLE INPUTS:
Change Orifice Hole Diameter:
Hole Diameter
Hole Area
d = 0.8750 in
7/8
= 060132'n•
CALCULATED RESULTS:
Computed Orifice Centroid Elevations:
Centroid Elevation Hole 1:
Centroid Elevation Hole 2:
Centroid Elevation Hole 3:
Centroid Elevation Hole 4:
Centroid Elevation Hole 5:
EL. _
ELT=
EL3 =
4640.99 ft
4641.28 ft
4641.57 ft
EL4=n/a ft
ELS = n/a ft
Equations:
Q=
COA0(29HD)D.5
where:
Q = orifice flow discharge
C, = dimensionless coefficient of discharge
• = cross-sectional area of orifice (ft')
g = acceleration due to gravity (.32.2 MI)
H, = effective head on orifice, from centred to water surface elevation (ft)
d)2
AD = 7r (7,
where:
A0 = crass -sectional area of orifice (in')
Pond Geometry Design Input:
AV
A[ =3600Q
where:
alt = drain time for incremental depth (hours)
AV = storage volume drained from stage increment (ft')
Q = orifice dischrrge rate for stage increment (h'/s)
Bottom of Pond Elevation:
Water Quality Capture Volume:
WQCV Max Water Surface Elevation:
EL. - -
WQLV -
ELru=
46•ir:
11:1
4641.96
h
variable user input
• calculation variable
• Change hole diameter in increments of 1/32' and adjust hole spacing to achieve target drain down time
SOLVE FOR DRAIN TIME:
Calculated Drain Time
Check:
tWQCV - tt-equit•ed = 0
40.32 hours
0 31
INTERMEDIATE CALCULATIONS:
Notes:
1. Flow rate is calculated at each 0.10•ft stage decrease. It is assumed that the discharge rate calculated at
the maximum stage value/or each increment and the corresponding effective head is representative of the
entire 0.10 -ft depth.
2. Storage volumes are determined using the pond design contour areas and the overage end -area method.
WSEL
Ho
Q
Q
Hotel
Hole 2
Hole 3
Hole 4
Holes
Hole 1
Hole 2
Hole 3
Hole 4
Hole S
Total
4641.96
0.97
0.68
0.39
n/a
n/a
0.01984
0.01660
0.01256
n/a
n/a
0.04900
4641 95
0.96
0.67
0 38
n/a
n/a
0.01974
0 01648
0.01240
n/a
n/a
0.04862
4641 94
0.95
0.66
0 37
n/a
n/a
0.01963
0.01636
0.01223
n/a
n/a
0.04823
4641 93
0.94
0.65
0 36
n/a
n/a
0-01953
0.01623
0.01207
n/a
n/a
0.04783
4641.92
0.93
0.64
0.35
n/a
n/a
0.01943
0.01611
0.01190
n/a
n/a
0.04743
4641.91
0.92
0.63
0.34
n/a
n/a
0.01932
0.01598
0.01173
n/a
n/a
0.04703
464190
0.91
0.62
0.33
n/a
n/a
0.01922
0.01586
0.01155
n/a
n/a
0.04663
464189
090
0.61
0.32
n/a
n/a
0.01911
0.01573
0.01138
n/a
n/a
0-04622
4641-88
0.89
0.60
0.31
n/a
n/a
0.01901
0 01560
0.01120
n/a
n/a
0.04580
4641 87
088
0 59
030
n/a
n/a
0.01890
0.01547
0.01102
n/a
n/a
0.04538
464186
0.87
0.58
0.29
n/a
n/a
0.01879
0.01534
0.01083
n/a
n/a
0.04496
4641.85
0.86
0.57
0.28
n/a
n/a
0.01868
0.01521
0.01064
n/a
n/a
0.04453
464184
0.85
0.56
0.27
n/a
n/a
001858
0.01507
0.01045
n/a
n/a
0.04410
4641 83
084
0.55
0 26
n/a
n/a
0.01847
0 01494
0.01026
n/a
n/a
0.04366
4641 82
0.83
0.54
0 25
n/a
n/a
0.01836
0.01480
0.01006
n/a
n/a
0.04322
4641.81
0.82
0.53
0.24
n/a
n/a
0.01825
0.01466
0.00985
n/a
n/a
0.04276
4641 80
0.81
0.52
0.23
n/a
n/a
0.01814
0.01453
0.00965
n/a
n/a
0.04231
4641.79
0.80
0.51
0.22
n/a
n/a
0.01802
0.01439
0.00944
n/a
n/a
0.04184
464178
0.79
0.50
0.21
n/a
n/a
0.01791
0.01424
0.00922
n/a
n/a
0.04137
464177
0.78
0.49
0.20
n/a
n/a
0.01780
0.01410
0.00900
n/a
n/a
0.04090
4641.76
0.77
0.48
0.19
n/a
n/a
0.01768
0.01396
0.00877
n/a
n/a
0.04041
4641.75
0.76
0.47
0.18
n/a
n/a
0.01757
0.01381
0.00854
n/a
n/a
0.03992
4641.74
0.75
0.46
0.17
n/a
n/a
0.01745
0.01366
0.00830
n/a
n/a
0.03941
4641 73
0.74
0.45
0 16
n/a
n/a
0.01734
0.01352
0.00805
n/a
n/a
0 03890
4641 72
0.73
0-44
0.15
n/a
n/a
0.01722
0 01337
0.00779
n/a
n/a
0.03838
4641 71
0 72
0.43
0 14
n/a
n/a
0.01710
0 01321
0 00753
n/a
n/a
0.03785
464170
0.71
0.42
0.13
n/a
n/a
0.01698
0.01306
0.00726
n/a
n/a
0.03730
4641.69
0.70
0.41
0 12
n/a
n/a
0.01686
0.01290
0.00697
n/a
nra
0.03674
464168
0.69
0.40
0.11
n/a
n/a
0.01674
0.01275
0.00667
n/a
n%a
0.03617
4641.67
0.68
0.39
0 10
n/a
n/a
0.01662
0 01259
0.00636
n/a
n/a
0.03557
4641 66
0 67
0 38
0.09
n/a
n/a
0.01650
0.01243
0 00604
n/a
n/a
0.03497
4641 65
0.66
0,37
008
n/a
n/a
0 01638
0 01226
0 00569
n/a
n/a
0 03433
4641.64
0.65
0.36
0-07
n/a
n/a
0.01625
0.01210
0.00533
n/a
n/a
0.03368
4641.63
0.64
0.35
0.06
n/a
n/a
0.01613
0.01193
0.00493
n/a
n/a
0.03299
Volume
at WSEL
Incremental
Volume
Time
Time
Cumulative
Time
seconds
hours
4227.96
4123.68
104.28
2128.17
0.59
0 59
4020.76
102.92
2117.01
0.59
1.18
3919.21
101.55
2105.71
0.58
1-76
3819.04
100.17
2094.25
0.58
2.35
3720.25
98.79
2082.60
0.58
2.92
3622.86
9740
2070.78
0.58
3.50 _
3526.86
96 00
2058-79
0.57
4-07
3432.27
94 59
2046.66
0.57
4.64 -
3339 08
93 18
2034.39
0.57
5.21
3247.32
9177
2022.00
0.56
5.77
3156 97
90.35
2009.51
0.56
6.32
3068 04
88.93
1996.94
0.55
6.88
2980 53
87.51
1984.31
0.55
7.43
2894.45
86.08
1971.64
0.55
7.98
2809.79
84.66
1958.95
0.54
8.52
2726.56
83.23
1946.24
0.54
9.06
2644.76
81 80
1933.51
0.54
9.60
2564 39
80 37
1920.80
0.53
10.13
2485.44
78.95
1908.14
0.53
10.66
2407.92
77 52
1895.56
0.53
11.19
2331.82
76.10
1883.09
0.52
11.71
2257.15
74.67
1870.77
0.52
12.23
2183.89
73 26
1858.65
0.52
12-75
2112.05
71 84
1846.77
0.51
13.26
2041.62
70 43
1835.17
0 51
13 77
1972.59
69.03
1823.93
0.51
14.28
1904.96
67 63
1813.12
0.50
14-78
1838.73
66-24
1802.83
0.50
15.28
1773.88
64.85
1793.15
0.50
15-78
1710.40
63.47
1784.23
0 50
16.28
1648.30
62 11
1776 21
0 49
16.77
1587.55
60.75
1769.31
0.49
17/6
1528.15
59.40
1763.79
0.49
17.75
H-3
464162
0.63
0.34
0.05
n/a
n/a
0.01600
0.01176
0.00451
n/a
n/a
0.03227
4641 61
0.62
0 33
0.04
n/a
n/a
0 01588
0 01158
0.00403
n/a
n/a
0 03149
4641 60
0.61
0.32
0.03
n/a
n/a
0.01575
0 01141
0.00349
n/a
n/a
0 03065
4641 59
0.60
0.31
0.02
n/a
n/a
0 01562
0 01123
0 00286
n/a
n/a
0 02971
4641.58
0.59
0.30
0.01
n/a
n/a
0.01549
0.01105
0.00103
n/a
n/a
0 02857
4641.57
0.58
0.29
0.00
n/a
n/a
0.01536
0.01086
0.00029
n/a
n/a
0.0I651
4641.56
0.57
0.28
n/a
n/a
n/a
0.01523
0.01067
n/a
n/a
n/a
0.02590
464155
0.56
0.27
n/a
n/a
n/a
0.01509
0.01048
n/a
n/a
n/a
002558
4641 54
0.55
0 26
n/a
n/a
n/a
0.014%
0.01029
n/a
n/a
n/a
0 02525
4641.53
0.54
0.25
n/a
n/a
n/a
0 01482
0.01009
n/a
n/a
n/a
0 02491
4641.52
0.53
0.24
n/a
n/a
n/a
0.01469
0.00989
n/a
n/a
n/a
0.02458
4641.51
0.52
0.23
n/a
n/a
n/a
001455
0.00968
n/a
n/a
n/a
0.02423
4641 50
0.51
0.22
n/a
n/a
n/a
0.01441
0.00947
n/a
n/a
n/a
0.02388
4641 49
0 50
0 21
n/a
n/a
n/a
0 01427
0 00926
n/a
n/a
n/a
0 02352
4641 48
0.49
0.20
n/a
n/a
n/a
0 01413
0 00903
n/a
n/a
n/a
0 02316
4641 47
048
0.19
n/a
n/a
n/a
0 01398
0.00881
n/a
n/a
n/a
0 02279
464146
0.47
0.18
n/a
n/a
n/a
0.01384
0.00857
n/a
n/a
n/a
002241
4641 45
0.46
0.17
n/a
n/a
n/a
0.01369
0.00834
n/a
n/a
n/a
0.02203
4641 44
0 45
0.16
n/a
n/a
n/a
0 01354
0 00809
n/a
n/a
n/a
0 02163
4641 43
0 44
0.15
n/a
n/a
n/a
0 01339
0 00784
n/a
n/a
n/a
0 02123
4641 42
0 43
0.14
n/a
n/a
n/a
0.01324
0.00757
n/a
n/a
n/a
0 02081
4641.41
0.42
0.13
n/a
n/a
n/a
0.01309
0.00730
n/a
n/a
n/a
0.02039
4641.40
0.41
0.12
n/a
n/a
n/a
0.01293
0.00702
n/a
n/a
n/a
0 01995
4641.39
0.40
0.11
n/a
n/a
n/a
0.01277
0.00673
n/a
n/a
n/a
0.01950
4641 38
0.39
0.10
n/a
n/a
n/a
0.01261
0.00642
n/a
n/a
n/a
0 01903
4641.37
0.38
0.09
n/a
n/a
n/a
0.01245
0.00609
n/a
n/a
n/a
001855
4641.36
0.37
0.08
n/a
n/a
n/a
0 01229
0.00575
n/a
n/a
n/a
0.01804
4641.35
0.36
0.07
n/a
n/a
n/a
0.01212
0.00539
n/a
n/a
n/a
0.01751
4641 34
0.35
0.06
n/a
n/a
n/a
0.01196
0.00500
n/a
n/a
n/a
0 01696
4641 33
0.34
0.05
n/a
n/a
n/a
0.01178
0.00458
n/a
n/a
n/a
0 01636
4641 32
0.33
004
n/a
n/a
n/a
0 01161
0.00411
n/a
n/a
n/a
0 01573
4641 31
0 32
0 03
n/a
n/a
n/a
0 01144
0.00359
n/a
n/a
n/a
0 01503
4641 30
0.31
0.02
n/a
n/a
n/a
0 01126
0.00297
n/a
n/a
n/a
0.01423
4641.29
0.30
0.01
n/a
n/a
n/a
0.01108
0.00219
n/a
n/a
n/a
0.01327
4641 28
0.29
0.00
n/a
n/a
n/a
0.01089
0.00087
n/a
n/a
n/a
0.01176
4641.27
0.28
n/a
n/a
n/a
n/a
0 01071
n/a
n/a
n/a
n/a
0 01071
4641 26
0.27
n/a
n/a
n/a
n/a
0 01052
n/a
n/a
n/a
n/a
0 01052
4641.25
0.26
n/a
n/a
n/a
n/a
0 01032
n/a
n/a
n/a
n/a
0 01032
4641.24
0.25
n/a
n/a
n/a
n/a
0.01012
n/a
n/a
n/a
n/a
0.01012
4641.23
0.24
n/a
n/a
n/a
n/a
0.00992
n/a
n/a
n/a
n/a
0 00992
4641.22
0.23
n/a
n/a
n/a
n/a
0.00972
n/a
n/a
n/a
n/a
0.00972
4641 21
0.22
n/a
n/a
n/a
n/a
0 00951
n/a
n/a
n/a
n/a
0.00951
4641 20
0.21
n/a
n/a
n/a
n/a
0 00929
n/a
n/a
n/a
n/a
0.00929
4641.19
0.20
n/a
n/a
n/a
n/a
0.00907
n/a
n/a
n/a
n/a
0.00907
4641.18
0.19
n/a
n/a
n/a
n/a
0 00885
n/a
n/a
n/a
n/a
0.00885
4641.17
0.18
n/a
n/a
n/a
n/a
0.00861
n/a
n/a
n/a
n/a
0.00861
4641.16
0.17
n/a
n/a
n/a
n/a
0 00838
n/a
n/a
n/a
n/a
0.00838
4641 15
0.16
n/a
n/a
n/a
n/a
0 00813
n/a
n/a
n/a
n/a
0.00813
4641 I4
0.15
n/a
n/a
n/a
n/a
0 00788
n/a
n/a
n/a
n/a
0 00788
4641.13
0.14
n/a
n/a
n/a
n/a
0.00762
n/a
n/a
n/a
n/a
0.00762
4641.12
0.13
n/a
nja
n/a
n/a
0.00735
n/a
n/a
n/a
n/a
0.00735
4641.11
0.12
n/a
n/a
n/a
n/a
0.00707
n/a
n/a
n/a
n/a
0.00707
4641 10
0.11
n/a
n/a
n/a
n/a
0 00678
n/a
n/a
n/a
n/a
0 00678
4641 09
0 10
n/a
n/a
n/a
n/a
0 00647
n/a
n/a
n/a
n/a
0.00647
4641 08
0.09
n/a
n/a
n/a
n/a
0.00615
n/a
n/a
n/a
n/a
0.00615
4641.07
0.08
n/a
n/a
n/a
Oa
0.00581
n/a
n/a
n/a
n/a
0 00581
4641.06
0.07
n/a
n/a
n/a
n/a
0.00545
n/a
n/a
n/a
n/a
0.00545
4641.05
0.06
n/a
n/a
n/a
n/a
0.00507
n/a
n/a
n/a
n/a
0.00507
4641.04
0.05
n/a
n/a
n/a
n/a
0 00465
n/a
n/a
n/a
n/a
0.00465
4641.03
0.04
n/a
nia
n/a
n/a
0 00420
n/a
n/a
n/a
n/a
0 00420
4641 02
0.03
n/a
n/a
n/a
n/a
0.0037
n/a
n/a
n/a
n/a
0.00368
4641.01
0.02
n/a
n/a
n/a
n/a
0.00309
n/a
n/a
n/a
n/a
0.00309
4641.00
0.01
n/a
n/a
n/a
n/a
0.00234
n/a
n/a
n/a
n/a
0.00234
4640.99
0.00
n/a
n/a
n/a
n/a
0.00120
n/a
n/a
n/a
n/a
0.00120
4640.98
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
4640 97
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
4640.96
n/a
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nla
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rifts
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nia
n/a
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nla
n/a
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n/a
n/a
1470.08
58.06
1760.01
0.49
18 24
1413 35
56 74
1758 49
0.49
18.73
1357 92
55 43
1760.02
0.49
19 22
1303 79
54.13
1765 89
0.49
19.71
1250.95
52.84
1778.63
0.49
20.20
1199.39
51.56
1804.83
0.50
20.70
1149.09
50.30
1897.19
0.53
21.23
1100.04
49.05
1893.58
0.53
2176
1052.24
47.81
1869.12
0.52
22.28
1005.66
46 58
1844 81
0.51
22 79
960.30
45.36
1820.66
0.51
23.29
916.14
44.15
1796.67
0.50
23 79
873.19
42 %
1772.85
0.49
24.29
831 42
41.77
1749 21
0 49
24 77
790 82
40 59
1725.76
0.48
25.25
751 39
39 43
1702 53
0.47
25 72
713.12
38.27
1679.51
0.47
26.19
675.99
37.13
1656.75
0.46
26.65
639.99
35.99
1634.25
045
2710
605.13
34.87
1612 06
0.45
27.55
571.37
33.75
1590.21
0 44
27.99
538.72
32.65
1568.74
0.44
28.43
507.17
3155
1547.73
0.43
28.86
476.70
30.47
1527.25
0.42
29.28
447 31
29 39
1507 39
0.42
29.70
418 99
28.32
1488.29
0.41
30 12
391.72
27.27
1470.11
0.41
30.52
365.50
26.22
1453.09
0.40
30.93
340.33
25.18
1437.56
0.40
31.33
316.18
24.15
1423 97
0.40
31 72
I93 06
23 12
1413.05
0.39
32 12
270 95
22 11
1405.92
0.39
32.51
249.84
21.11
1404.56
0.39
32.90
229.73
20.11
1412.91
0.39
33.29
210.61
19.12
1441.08
0.40
33.69
192 47
18.14
1542.08
0.43
34.12
175.30
17 17
1603 70
0.45
34 56
159.09
16.21
1541.12
0.43
34.99
14384
15.25
1477.48
0.41
35.40
129.54
14.30
1412.49
0.39
15.79
116.19
13.35
1345.84
0.37
36.17
103.77
12.42
1278.02
0.36
36.52
92 26
11 51
1210 39
0 34
36 86
81 64
10.63
1143.74
0.32
37.18
71.86
9.78
1078.08
0.30
37.48
62.89
8.97
1013.57
0.28
37.76
54.70
8.19
950.39
0.26
38.02
47 26
7.44
888.63
0.25
38.27
40 S3
6.74
828 33
0.23
3850
34.46
6.06
769.50
0.21
38.71
29.04
5.43
712.20
0.20
38.91
24.21
4.82
656.48
0.18
39.09
19 %
4.26
602 38
0 17
39.26
16 23
3.73
549 96
0 15
39 41
13 00
3.23
499.31
0 14
39_55
10.23
2.77
450.48
0.13
39.68
7.89
2.35
403.57
011
39.79
5.93
1.96
358.72
0.10
39.89
4 33
1 60
316.07
009
39.98
3.04
1.28
275.84
0.08
40.05
2.04
100
238.37
0 07
40.12
1.29
0.75
204.28
0.06
40.18
0.75
0.54
174.99
0.05
40.22
0.39
0.36
155.08
0.04
40.27
0.17
022
184.90
005
4032
0.05
012
n/a
n/a
40.32
0.01
0.04
n/a
n/a
40.32
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40.32
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40.32
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40.32
H-4
Cureton Black Creek CS - Detention Pond 100 -year Flow Restrictor Plate Design Worksheet
Calculation By:
Date:
M. Cloud
10/18/2018
WQCV Orifice Plate Diagram:
Equations:
Q = C0A0(2gHo)o.5
where
Q = orifice flow discharge
C, = dimensionless coefficient of discharge
A, = cross-sectional area of orifice (ft)
g = acceleration due to gravity (32.2 ft/ss)
Ho = effective head on orifice, from centroid to water surface elevation (ft)
R —d
0 = 2 cos -1
R
where -
0 = central angle made by plate ( to < n radians)
R = pipe radius (in)
d = restrictor plate opening height (in)
AV
At =
3600Q
where:
At = drain time for incremental depth (hours)
d V = storage volume drained from stage increment (ft I)
Q = orifice dischrage rate for stage increment (fti/s)
DESIGN INPUTS:
Restrictor Plate Orifice Size Design Input:
Outlet Pipe Diameter:
Maximum Allowable Discharge Rate
Orifice Coefficient:
Gravitational Constant:
12
1.75
0.6
312
inches
ft'/s
ft/s'
VARIABLE INPUTS:
Change Orifice Hole Diameter:
Restrictor Plate Opening Height
Outlet Pipe Radius:
Orifice Area:
Central Angle:
d = 4.1271 in
R= 6in
A0 = 34.4444962 in'
m = 2 50668571 rad
CALCULATED RESULTS:
Computed Orifice Centroid Elevation:
Centroid Height Above Pipe invert
Orifice Centroid Elevation.
Bottom of Plate Elevation
2 4152 in
4641.10 ft
4641 24 ft
CALCULATE Q AT 100-YR MAX WSEL:
Effective Head on Orifice:
Orifice Flow Discharge:
Check:
Qculc — Qallowable = 0
Ho=
Q4.ir
2 31 ft
1.75 ft3/s
0.00
R —d
AD = R2 cos-' (—p) (R — d)12Rd — d2
where:
A0 = cross-sectional area of orifice (in')
R = pipe radius (in)
d = restrictor plate opening height (in)
Cy=R
where
Cr = height of orifice centroid above pipe invert (m)
0 = central angle mode by plate (m € n radians)
R = pipe radius (in)
(3
4k ((si4))) ))
3 0 — sin 0
Pond Geometry Design Input:
Bottom of Pond Elevation:
Outlet Pipe Invert Elevation -
100 -year Storage Volume:
WQCV Max Water Surface Elevation:
100 -year Max Water Surface Elevation:
Ely _
El, _
Vim =
ELT,=
Elide =
AGfb35 ft
28S GQ' ft'
464I96 ft
4643.41 ft
• Restrictor plate controls flow between 100 -year Max Water Surface Elevation until the
pond drains to the WQCV Max Water Surface Elevation.
• variable user input
• cakulation variable
• Change restrictor plate opening height to achieve maximum allowable flow at 100 -year
Max Water Surface Elevation.
CALCULATE FOR POND DRAIN TIME FROM 100-YR MAX WSEL:
Drain Time to Top of WQCV Orifice: two=
Drain Time for WQCV
• From WQCV Orifice plate design
worksheet
Total Drain Time from Max WSEL. t,•,,, =
• CHECK: Total drool down time must be
less than 72 -hours
4.62 hours
40.32 hours
44.94 hours
Pond drains in less than 72 hours
H-5
INTERMEDIATE CALCULATIONS:
Notes:
1 Flow rote is calculated at each 0.10 -ft stage decrease. It is assumed that the discharge rate cokuloted of
the maximum stage value for each increment and the corresponding effectwe head is representative of the
entire 0.10 -ft depth.
2. Storage volumes are determined using the pond design contour areas and the overage end -area method
WSEL
Ho
Q
464341
2.31
1.75000
4643.40
2 30
1 74621
4643 39
2 29
1 74240
4643.38
2.28
1.73859
4643 37
2.27
1.73477
4643 36
2.26
1.73095
4643.35
2.25
1.72711
4643.34
2.24
1.72327
4643 33
2.23
1.71941
4643 32
2.22
1 71555
4643 31
2.21
1 71168
4643 30
2 20
1 70780
4643 29
2 19
1 70391
4643.28
218
170002
4643 27
2 17
1 69611
4643 26
2 16
1 69220
4643.25
215
168827
4643 24
2.14
1 68434
4643.23
2.13
168040
4643 22
2.12
1 67644
4643.21
2.11
1.67248
4643.20
2.10
166851
464319
2.09
1.66453
4643.18
2.08
1.66054
4643.17
2.07
1.65655
464316
2.06
1.65254
4643.15
2.05
1.64852
464314
2.04
1.64449
464313
2.03
1.64045
464312
2.02
1.63640
4643 11
2.01
1.63235
4643 10
2 00
1 62828
4643.09
1 99
1 62420
4643 08
1 98
1 62011
4643 07
1 97
1 61601
4643.06
1 96
1 61190
4643 05
1 95
1 60778
4643.04
1.94
1.60365
4643.03
1.93
1.59951
4643 02
1.92
1 59536
4643 01
1.91
1.59120
4643.00
1.90
1.58702
4642 99
1.89
1.58284
4642 98
1.88
1.57864
4642.97
1.87
1.57444
4642 96
1 86
1 57022
4642.95
1 85
1 56599
4642 94
184
1 56175
4642 93
1 83
1 55749
4642 92
1.82
1 55323
4642.91
1.81
1 54895
4642 90
1 80
1 54467
4642 89
1 79
1 54037
4612 88
1.78
1.53605
4642.87
1.77
1.53173
4642.86
1.76
1.52739
4642.85
1.75
1.52305
4642.84
1.74
1.51868
4642.83
1.73
1.51431
4642.82
1.72
1.50992
4642.81
1.71
1.50553
4642.80
1.70
1.50111
4642 79
1 69
1 49669
4642 78
1 68
1.49225
4642 77
1 67
1 48780
4642 76
166
1 48334
4642 75
1.65
1.47886
4642.74
1.64
1.47437
4642 73
1 63
1 46986
4642 72
1 62
1 46534
Volume at
WSEL
Incremental
Volume
Time
Time
Cumulative
seconds
hours
Time
28651.60
28404.34
247 27
141.29
0.04
0.04
28158.31
246.03
140.89
0.04
0.08
27913.51
244 79
140.49
0.04
0.12
27669.96
243.55
140.08
0.04
0.16
27427.66
242.31
139.68
0.04
0.20
2.7186.60
241.06
139.26
0.04
0.23
26946.79
239.81
138.85
0.04
0.27
26708.24
238 55
138.43
0.04
0.31
26470.94
237.30
138.01
0.04
0.35
26234.90
236.04
137.59
0.04
0.39
26000 12
234 78
137 16
0.04
0.43
25766 61
233.51
136 73
0.04
0.46
25534.37
232 24
13630
0.04
0.50
25303.39
230 97
135.86
0.04
054
25073 70
229.70
135.43
0.04
0 58
24845.28
228.42
134 98
0 04
0.61
24618.14
227 14
134 54
004
0.65
24392 28
225.86
134 09
0 04
0.69
24167.71
224 57
133.64
0.04
0.73
23944.43
223.28
133.19
0.04
0.76
23722.44
221.99
132.73
0.04
0.80
23501.75
220.69
132.27
0.04
0.84
23282.36
219.39
131.80
0.04
0.87
23064.27
218.09
131.34
0.04
0.91
22847.49
216.78
130.86
0.04
0.95
22632.02
215 47
130.39
0.04
0.98
22417 85
214.16
129.91
0.04
1.02
22205 01
212.85
129.43
0.04
1 05
21993 48
211 53
128 95
0.04
109
21783.27
210 21
128 46
0.04
1 13
21574.37
208.89
127 97
0.04
1.16
21366 80
207 57
127.48
0.04
1.20
21160.56
206 25
126.98
004
1.23
20955.64
204 92
126 48
0.04
1.27
20752.05
203.59
125 98
0.03
1.30
20549.80
202.26
125.48
0.03
1 34
20348.87
200.93
124.97
0.03
1.37
20149.25
199.61
124.47
0.03
1.41
19950.95
198.30
123.98
0.03
1.44
19753.96
197.00
123.48
0.03
1.47
19558.26
195.70
122.99
0.03
1.51
19363.85
194.41
122.50
0.03
1.54
19170.73
193.13
122.01
0.03
1.58
18978.88
191.85
121.53
0.03
1.61
18788.30
190 58
121 05
003
1.64
18598 96
189.34
120 58
0.03
1.68
18410 82
188 14
120 14
0 03
171
18223 84
186.98
119.73
0 03
1.74
18037 97
185 86
119 33
0 03
1 78
17853.21
184 77
118 %
0.03
1 81
17669 52
183 69
118 59
0 03
1.84
17486 88
182.64
118.24
0.03
1.88
17 305.2 7
181.61
11790
0.03
1.91
17124 68
180.59
117.57
0.03
1.94
16945.08
179.60
117.25
0.03
1.97
16766.47
178.61
116.94
0.03
2.01
16588.84
177.63
116.63
0.03
2.04
16412.17
176.67
116.33
0.03
2.07
16236.46
175.71
116.03
0.03
2.10
16061.70
174.76
115.74
0.03
2.14
15887.89
173.82
115.45
0.03
2.17
15715.01
172 88
115 17
0.03
2.20
15543.06
171 95
114.89
0.03
2.23
15372 02
171 03
114 61
0.03
2.26
15201 91
170 12
114 34
0.03
230
15032 70
169 21
114.07
0.03
2.33
14864 39
168.31
113.81
0.03
2.36
14696.97
167 42
113.55
0.03
2.39
14530.45
166 53
113.30
0.03
2.42
H-6
4642.71
1.61
1.46081
4642.70
1.60
1.45626
4642.69
1.59
1.45170
4642.68
1.58
1.44712
4642 67
1 57
1 44253
4642.66
1.56
1 43793
4642.65
1 55
1 43331
4642.64
1.54
142867
4642.63
1 53
1.42402
4642.62
1 52
1.41936
4642.61
1 51
1.41468
4642 60
1 50
1 40998
4642.59
1.49
1 40527
4642.58
1.48
1.40054
4642.57
1 47
1.39580
4642.56
1.46
1.39104
4642.55
1.45
1.38626
4642.54
1.44
1.38147
4642.53
1.43
1.37666
4642.52
1 42
1 37183
4642.51
1.41
1.36699
4642.50
1 40
1.36213
4642.49
1 39
1 35725
4642.48
1 38
1.35236
4642 47
1 37
1.34744
4642.46
1 36
1 34251
4642.45
1 35
1.33756
4642.44
1.34
1 33259
4642.43
1 33
1 32761
4642.42
1 32
1 32260
4642.41
1.31
1.31758
4642.40
1 30
1.31253
4642.39
1.29
1.30747
4642.38
1.28
1.30239
4642.37
1.27
1.29729
464236
1.26
1.29216
4642.35
1 25
1.28702
4642.34
1.24
1.28186
4642.33
1.23
1.27667
4642 32
1 22
1.27147
4642.31
1.21
1.26624
4642.30
1.20
1.2.6099
4642.29
1.19
1.25572
4642.28
1.18
1.25043
4642 27
1 17
1 24511
4642 26
1 16
1 23977
4642.25
1.15
1 23441
4642.24
1.14
1.22903
4641.23
1.13
1.22362
4642.22
1.12
1.21819
4642.21
1.11
1.21273
4642.20
1.10
1.20725
4642.19
1.09
1.20174
4642.18
1.08
1.19621
4642.17
1.07
1.19065
4642.16
1.06
1.18507
4642.15
1.05
1.17946
4642.14
1.04
1.17382
4642 13
1.03
1.16816
4642 12
1 02
1.16247
4642.11
1.01
1.15675
4642 10
1 00
1.15100
464209
0 99
1.14522
4642.08
0 98
1.13942
4642.07
0.97
1.13358
4642.06
0.96
1.12772
4642.05
0.95
1.12182
4642.04
0.94
1.11589
4642.03
0.93
1.10993
4642.02
0.92
1.10394
4642.01
0.91
1.09792
4642.00
0.90
1.09186
464199
0.89
1.08577
4641.98
0.88
1.07964
4641.97
0.87
1.07348
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14364.80
165.65
113.04
0.03
2.45
14200.03
164 77
112 79
0.03
2.48
14036.13
163 90
112.55
0.03
2.52
13873.09
163 04
112.31
0.03
2.55
13710.91
162 18
112.07
0.03
2 58
13549 58
161 33
111 84
0.03
2.61
13389.10
160 48
111.60
0.03
264
13229.46
159.63
111.37
0.03
2.67
13070.68
158 79
111.14
0.03
2 70
12912.73
157 95
110.92
0.03
2.73
12755 62
157 11
110.69
0.03
2 76
12599 35
156.27
110.46
0.03
2 79
12443.91
155.44
110.24
0.03
2.83
12289.30
154.61
110.02
0.03
2.86
12135.53
153 78
109.80
0.03
2.89
11982.57
152.95
109.58
0.03
2.92
11830.45
152.13
109.36
0.03
2.95
11679.14
151.31
109.15
0.03
2.98
11528.65
150.49
108.93
0.03
3.01
11378.98
149.67
108.72
0.03
3.04
11230.12
148.86
108.51
0.03
3.07
11082.07
148 05
108.30
0.03
3 10
10934.84
147.24
108.09
0.03
3.13
10788.40
146,43
107.89
0.03
3.16
10642.77
145 63
107.69
0.03
3 19
10497 95
144 83
107.48
0.03
3 22
10353 92
144 03
107.28
0.03
3.25
10210 68
143.23
107.09
0.03
3.28
10068.24
14244
106.89
0.03
3 31
9926.59
141 65
106.70
0.03
3 34
9785 73
140.86
106.50
0.03
3.37
9645.66
140.08
106.31
0.03
3.40
9506.37
139 29
106.12
0.03
3.43
9367.85
138.51
105.94
0.03
3.45
9230.12
137.73
105.75
0.03
3.48
9093.17
136.96
105.57
0.03
3.51
8956.98
136.18
105.39
0.03
3.54
8821 57
135.41
105.21
0.03
3.57
8686 93
134 64
105.04
0.03
3.60
8553 05
133 88
104 87
0.03
3.63
8419 93
133.12
104 69
0.03
3.66
8287.58
132 35
104.53
0.03
3.69
8155.98
131 60
104.36
0.03
3.72
8025 14
130.84
104 20
0.03
3.75
7895 05
130 09
104.03
0.03
3.78
7765 72
129 34
103.88
0.03
3 80
7637 13
128 59
103.72
0.03
3.83
7509.28
127.84
103.57
0.03
3.86
7382.18
127 10
103.41
0.03
3.89
7255.83
126.36
103.27
0.03
3.92
7130.21
125.62
103.12
0.03
3.95
7005.32
124 88
102.98
0.03
3.98
6881.17
124.15
102.84
0.03
4.00
6757 75
123.42
102.70
0.03
4.03
6635.06
122.69
102.57
0.03
4.06
6513.09
121 97
102.44
0.03
4.09
6391.85
121.24
102.31
0.03
4.12
6271.33
120 52
102.18
0.03
4.15
6151.53
119.80
102.06
0.03
4.18
6032 44
119.09
101.94
0 03
4.20
5914 07
118.37
101.83
0.03
4 23
5796.41
11766
101 72
0 03
4.26
5679.45
116 95
101.61
0.03
4.29
5563.21
116 25
101.50
0.03
4.32
5447.67
115.54
101.40
0.03
4.34
5332 83
114.84
101.31
0.03
4.37
5218.69
114.14
101.21
0.03
4.40
5105.24
113.44
101.12
0.03
4.43
4992.50
112.75
101.04
0.03
4.46
4880.46
112.04
100.94
0.03
4.49
4769.14
111.32
100.84
0.03
4.51
4658.55
110.59
100.73
0.03
4.54
4548.93
109 61
100.39
0.03
4 57
4440 60
108.34
99.78
0.03
4.60
4333.60
106.99
9910
0.03
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H-8
Worksheet for Emergency Spillway
Project Description
Solve For Headwater Elevation
Input Data
Discharge
Crest Elevation
Tailwater Elevation
Weir Coefficient
Crest Length
16.82 ft3/s
4643.50 ft
4643.00 ft
3.60 US
15.00 ft
Results
Headwater Elevation
Headwater Height Above Crest
Tailwater Height Above Crest
Equal Side Slopes
Flow Area
Velocity
Wetted Perimeter
Top Width
4643.96 ft
0.46 ft
-0.50 ft
0.25 ft/ft (H:V)
6.95 ft2
2.42 ft/s
15.95 ft
15.23 ft
Bentley Systems, Inc. Haestad Methods So9lidie9FtsrMaster V8i (SELECTseries 1) [08.11.01.03]
10/18/2018 5:20:31 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
H-9
Worksheet for Outlet Pipe Velocity
Project Description
Friction Method
Solve For
Manning Formula
Normal Depth
Input Data
Roughness Coefficient
Channel Slope
Diameter
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Average End Depth Over Rise
Normal Depth Over Rise
Downstream Velocity
SubCritical
0.013
0.00250 ft/ft
1.00 ft
1.75 ft'/s
0.80 ft
0.68 ft'
2.22 ft
0.30 ft
0.79 ft
0.56 ft
80.4 %
0.00653 ft/ft
2.59 ft/s
0.10 ft
0.91 ft
0.49
1.92 ft'/s
1.78 ft3/s
0.00241 ft/ft
0.00 ft
0.00 ft
0
0.00 ft
0.00
0.00
80.42
Infinity
ft
04
Ok
ft/s
Bentley Systems, Inc. Haestad Methods SoSktle9€MuvMaster V8i (SELECTseries 1) [08.11.01.03)
10/18/2018 5:21:36 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
H-10
Worksheet for Outlet Pipe Velocity
GVF Output Data
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
Infinity ft/s
0.80 ft
0.56 ft
0.00250 ft/ft
0.00653 ft/ft
Bentley Systems, Inc. Haestad Methods Soilidle9FSwMaster V8i (SELECTseries 1) [08.11.01.03)
10/18/2018 5:21:36 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
H-11
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
CULVERT 1 - 10-YR
Invert Elev Dn (ft)
Pipe Length (ft)
Slope (°/0)
Invert Elev Up (ft)
Rise (in)
Shape
Span (in)
No. Barrels
n -Value
Culvert Type
Culvert Entrance
Coeff. K,M,c.Y.k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
Ekv tfti
4640 00
4639 00
4638 :c
4637 ce
4636 GG
4635 DO
4636.83
= 51.21
1.15
= 4637.42
15.0
= Circular
15.0
= 1
= 0.012
= Circular Pipe,
Beveled Ring Entrance
= 45D bevels
= 0.0018. 2.5. 0.03. 0.74. 0.2
= 4639.75
= 20.00
= 200.00
CULVERT 1 - 10-YR
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
°total (cfs)
°pipe (cfs)
°overtop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Hw Depth ill;
�►iRC
ICurr1?C-f
Circular Culvert
HGL
40 45
Embank
bb
047
258
1 58
058
V 042
-1 42
-2 42
Thursday. Oct 18 2018
= 0.00
= 1.13
= (dc+D)/2
= 1.13
= 1.13
= 0.00
= 1.30
= 3.14
= 4637.67
= 4637.84
= 4637.99
= 0.45
= Inlet Control
1-2
Reach (ft)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc.
CULVERT 1 - 100-YR
Invert Elev Dn (ft)
Pipe Length (ft)
Slope (%)
Invert Elev Up (ft)
Rise (in)
Shape
Span (in)
No. Barrels
n -Value
Culvert Type
Culvert Entrance
Coeff. K.M.c.Y.k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
Bev (a)
4640 00
4639 00
4638 00
4637 00
4636 00
4635 00
4636.83
51.21
1.15
4637.42
15.0
Circular
15.0
1
0.012
Circular Pipe.
Beveled Ring Entrance
45D bevels
0.0018. 2.5. 0.03. 0.74. 0.2
= 4639.75
= 20.00
= 200.00
CULVERT 1 . 100-YR
Inlet
control
I
0
5 10 15
20
25 M) '%4 At) AS
to SS An AA
7n 7A
Circular Culvert
HGL
Embank
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
f -S Depth tft)
258
1 58
058
.0 42
-1 42
-2 42
Reach jtt)
Thursday. Oct 18 2018
= 0.00
= 6.40
= (dc+D)/2
= 6.40
= 6.40
= 0.00
= 5.47
= 5.97
= 4637.97
= 4638.44
= 4639.15
= 1.39
= Inlet Control
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DRAINAGE REPORT REVIEW CHECKLIST
Project Name: USR18-0118 Cureton Black Creek
The purpose of this checklist is to provide the applicant's Engineer a basic list of items that County Staff will review
in regards to a drainage report. The drainage design shall meet the requirements of the Weld County Code and
commonly accepted engineering practices and methodologies.
A detention pond design (or other stormwater mitigation design) is appropriate for projects which have a potential to
adversely affect downstream neighbors and public rights -of -way from changes in stormwater runoff as a result of
the development project. The design engineers role is to ensure adjacent property owners are not adversely affected
by stormwater runoff created by development of the applicant's property.
REPORT (Z = complete, O = required)
.Stamped by PE. scanned electronic PDF acceptable
®Certification of Compliance
❑Variance request. if applicable
129 Description/Scope of Work
ZNumber of acres for the site
1xMethodologies used for drainage report & analysis
Design Parameters
ZDesign storm
ZRelease rate
URBANIZING or NON -URBANIZING
ZOverall post construction site imperviousness
ZSoils types
❑Discuss how the offsite drainage is being routed
®Conclusion statement must also include the following.
<: Indicate that the historical flow patterns and run-off amounts will be maintained in such a manner that
it will reasonably preserve the natural character of the area and prevent property damage of the type
generally attributed to run-off rate and velocity increases, diversions. concentration and/or unplanned
ponding of storm run-off for the 100 -year storm.
How the project impacts are mitigated.
Construction Drawings
:Drawings stamped by PE, (scanned electronic PDF preferred)
Drainage facilities
•7Outlet details — See #1 below
n Spillway — See #2 below
Maintenance Plan
XFrequency of onsite inspections
ZRepairs. if needed
ZCleaning of sediment and debris from drainage facilities
ZVegetation maintenance
❑Include manufacturer maintenance specifications. if applicable
Comments:
1. Elevations given on Sheet CE -602 details F & G appear to be in error.
2. Page 4 mentions a pipe spillway. From the drawings. it looks like the spillway will be along the length of the
outlet pipe. When the water flows over the spillway. the velocity of the water is 2.42 ft/sec. After flowing down
the length of the spillway, will the water reach an erosive velocity? It looks like the spillway is rip rap lined. is this
above or below the outlet pipe? Please provide a little more information about the emergency spillway and a
cross section other than the one including the concrete cutoff wall.
4;11'2018
nts Weld County
Department of Public Worksj Development Review
1111 H Street, Greeley, CO 80631 I Ph: 970-400-3750 I Fax: 970-304-6497
www.weldgov.com/departments/public_works/development_review/
DRAINAGE REPORT REVIEW CHECKLIST
3. Once the revised design and drainage report have been submitted, the County may provide additional comments
in addition to the ones listed above. Depending on the complexity of the changes made. a full 28 -day review
period may be required.
4. Please provide a written response on how the above comments have been addressed when resubmitting the
drainage report. Thank -you.
4/11/2018
Weld County
Department of Public Works' Development Review
1111 H Street, Greeley. CO 80631 I Ph: 970-400-3750 I Fax: 970-304-6497
www.weldgov.com/departments/public_works/development_review/
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REVISIONS
REVISIONS
--•+•
late•Ea"
a•..s1N.r COw,tt Om Ns ews
Weld County Public Works Dept.
1111 H Street
P.O. Box 758
Greeley, CO 80632
Phone: (970)304-6496
Fax: (970)304-6497
Property Owner
Name Black Mountain Land Company LP
Company
Address 500 Main Street, Suite 1200
ACCESS PERMIT
APPLICATION FORM
Authorized Agent/Applicant (if different from Owner)
Name Nick Holland
Company Cureton Midstream
Address 518 17th Street. Suite 650
city Fort Worth State TX Zip 76102 city Denver State CO Zip 80202
Phone
Fax
E-mail
Parcel Location
The access is on WCR 386
Nearest Intersection: WCR 386 & WCR US34
Dist. from Intersection (approx. in ft.) 3+ miles
Parcel Number(s) 121909000002
Section/Township/Range NW4 NW4 09 -3N -62W
Total # of Existing Accesses to parcel 1
Proposed Use
• Temporary (Tracking Pad Required) ;#)
o Small Commercial (#)
Phone 720-390-4506
Fax
E-mail Nick.Holland@curetonmidstream.com
Existing County Road Surface Information
Asphalt � Gravel Treated Other
Proposed Access Information
Culvert Size & Type (15" CMP/RCP min.)
Materials used to construct access
Access Construction Start Date 1/1/2019
Access Construction Finish Date 9/1/2019
❑ Single Residential (#) d Oil & Gas (14)
o Large Commercial (#
o Field (Agriculture Only) (#) n Subdivision (#)
❑ Industrial (#)
Is this access associated with a Planning or Building Department Process?
✓ USR/MUSR RECX/SUBX PUD WOGLA COMPLEX (IA required) Other
Planning/Building Department case # Not assigned yet
Required Attached Documents
- Traffic Control Plan (a generic plan can be found at https://www.weldgov.com/departments/public works/permits/)
During the review process it may be determined that a right-of-way use permit will be required as well.
- Certificate of Insurance (with "Weld County, Colorado" listed as the certificate holder & as an additional insured)
- Access Pictures (from the left, right, into & out of the access — N, S, E, & W)
- Access Authorization Form (Not required if the application is signed by the landowner.)
Fee schedule (to be determined by permitting agency)
- $75 each access point: Temporary, Small Commercial, Oil & Gas, Single Family Residential
- $150 each access point: Industrial, Large Commercial, Subdivisions
- Field (Agriculture only): no cost
Parcel Sketch (or provide an aerial on an add'I sheet)
♦ = Existing Access o= Proposed Access
t
N
Description of Work or Reason for Permit
Access Permit on an existing access for use associated with natural
gas compressor facility. Being submitted for concurrent processing
with the USR Application.
By accepting this permit, the undersigned Property Owner/Authorized Agent, under penalty of perjury, verifies they have received all
pages of the permit application; they have read and understand all the permit requirements and provisions set forth on all pages. By
virtue of their signature the Property Owner/Authorized Agent is bound by and agrees to comply with all said permit requirements
and provisions, all Weld County ordinances, and state laws regarding access construction.
Signature Printed Name Date
Signature Printed Name Date
(In case of multiple Property Owners/Authorized Agents)
• Access Permits are good for 1 year from the date of issuance. Property Owner/Authorized Agent must obtain a new
permit or request an extension if the construction of the access point is not completed in that timeframe.
• Extensions are subject to approval by Public Works
• County regulations on road access can be found in Article V of Chapter 12 of the Weld County Code.
Black Creek Compressor Station Access Photos
Black Creek
Legend
fjl3'.k Prop:New PCCP P,
Looking to the North:
t i El v���1J L 112122a:
Looking to the South:
Looking to the East:
Looking to the West:
Black Creek Compressor Station
Noise Modeling Report
Antonio King
Staff Acoustical Engineer
February' 7, 2019
Prepared for:
Cureton Midstream
518 17th Street, Suite 650
Denver, CO 80202
Prepared by:
Behrens and Associates, Inc.
13806 Inglewood Avenue
Hawthorne California, 90250
Jason Peetz
Engineering Manager
t. 4)rporatc Office: ila\\tllurnc. California
('arson. ('all torn �a Alcdo. 1cxas Napa ('alilinni,l - I ungmont. Colorado - \1ci)c)nald. Penns\I\Lund
800-679-8633
11'\1 \\.CH\ IrO1)l11elllal-I1UISC-CtllltrOI.Clili1\\\1\\-tAI'IIIIII!?IIUIsCConnlrOl.cO111
Behrens and Associates, Inc.
Environmental Noise Control
1. Introduction
N _
The following report provides a noise modeling assessment of the proposed Black Creek Compressor Station operated
by Cureton Midstream in relation to the CRS 25-12-103 noise regulations. The noise modeling includes currently
proposed mechanical equipment per approved project documents dated 12/18/18. The Black Creek Compressor
Station Facility (40°14'41.69"N, 104°20'10.70"W) is located 1.5 miles northwest of Monahan Lakes in Weld County
and approximately 5.7 miles northeast of Roggen, Colorado. The site is bordered by agricultural land with some
single-family homes to the east and south. Figure 1-1 identifies the pad location.
To assess the predicted noise levels of the proposed operations, manufacturer sound level data of proposed equipment
and exhaust silencers was used when available. File sound level data previously measured and typical of the
equipment was used when manufacturer sound level performance data was not available. The equipment sound level
data was used to construct a noise model using SoundPLAN 7.4 software.
The following is provided in this report:
• A brief introduction of the fundamentals of noise.
• A review of the applicable CRS 25-12-103 noise standards.
• Discussion of noise modeling methodology and results.
Figure 1-1 Compressor Station Location
Black Creek
Compressor Station
Introduction
1
Behrens and Associates, Inc.
Environmental Noise Control
2. Noise Fundamentals
Sound is most commonly experienced by people as pressure waves passing through air. These rapid fluctuations in
air pressure are processed by the human auditory system to produce the sensation of sound. The rate at which sound
pressure changes occur is called the frequency. Frequency is usually measured as the number of oscillations per
second or Hertz (Hz). Frequencies that can be heard by a healthy human ear range from approximately 20 Hz to
20,000 Hz. Toward the lower end of this range are low-pitched sounds, including those that might be described as a
"rumble" or "boom". At the higher end of the range are high-pitched sounds that might be described as a "screech"
or "hiss".
Environmental noise generally derives, in part, from a combination of distant noise sources. Such sources may include
common experiences such as distant traffic, wind in trees, and distant industrial or fanning activities. These distant
sources create a low-level "background noise" in which no particular individual source is identifiable. Background
noise is often relatively constant from moment to moment but varies slowly from hour to hour as natural forces
change or as human activity follows its daily cycle.
Superimposed on this low-level, slowly varying background noise is a succession of identifiable noisy events of
relatively brief duration. These events may include the passing of single -vehicles, aircraft flyovers, screeching of
brakes, and other short-term events. The presence of these short-term events causes the noise level to fluctuate.
Typical indoor and outdoor A -weighted sound levels are shown in Figure 2-1. Detailed acoustical definitions have
been provided in Appendix A — Glossary of Acoustical Terms.
COMMON OUTDOOR NOISE LEVEL COMMON INDOOR
SOUND LEVELS dB (A) SOUND LEVELS
110 Rock Band `
B-747-200 Takeoff at 2 mi.
Gas Lawn Mower at 3 ft.
Diesel Truck at 150 ft.
DC -9-30 Takeoff at 2 mi.
Noisy Urban Daytime
B-757 Takeoff at 2 mi.
Commercial Area
Quiet Urban Daytime
Quiet Urban Nighttime
Quiet Suburban Nighttime
Quiet Rural Nighttime
100 Inside Subway Train
(New York)
90
80
70
60
50
40
30
20
10
Food Blender at 3 ft.
Garbage Disposal at 3 ft.
Shouting at 3 ft.
Vacuum Cleaner
at 10 ft.
Normal Speech
at3ft
Large Business Office
Dishwasher Next Room
Small Theatre, Large
Conference Room
(Background)
Library
Bedroom at Nig t
Concert Hall (Background)
Broadcast & Recording
Studio
Threshold of Hearing
Figure 2-1 Typical Indoor and Outdoor A -Weighted Sound Levels
Noise Fundamentals
2
Behrens and Associates, Inc.
Environmental Noise Control
3. CRS 25-12-103 Noise Standards
N _
The modeling analysis was developed to predict operational noise levels at adjacent properties and verify compliance
of operations with the CRS 25-12-103 noise standards. The CRS code establishes permissible sound levels by type
of property and hours of the day. The measurement location is defined in Section 25-12-103(1) as "Sound levels of
noise radiating from a property line at a distance of twenty-five feet or more therefrom in excess of the dB(A)
established for the following time periods and zones shall constitute prima facie evidence that such noise is a public
nuisance".
Additionally, the Use by Special Review (USR18-0114) being pursued for this site through Weld County states "the
facility shall adhere to the maximum permissible noise levels allowed in the Light Industrial Zone as delineated in
25-12-103 C.R.S. This is measured at the USR boundary".
Based on the specifications of the CRS 25-12-103 code, the Light Industrial noise level limits listed in Table 3-1 will
be used throughout the report in accordance with the USR.
Table 3-1. Colorado Noise Related Statues 25-12-103 (1) - Maximum Permissible Noise Levels
Zone
Maximum Noise (dBA)
7:00 am to next 7:00 pm
Maximum Noise (dBA)
7:00 pm to next 7:00 am
Residential
55 dBA
50 dBA
Commercial ,
60 dBA
55 dBA
Light Industrial
70 dBA
65 dBA
Industrial
80 dBA
75 dBA
CRS 25-12-103 Noise Standards
3
Behrens and Associates, Inc.
Environmental Noise Control
4. Black Creek Compressor Station Facility Noise Modeling
4.1 Noise Modeling Methodology
The noise modeling was completed with use of three-dimensional computer noise modeling software. All models in
this report were developed with SoundPLAN 7.4 software using the ISO 9613-2 standard. Noise levels are predicted
based on the locations, noise levels and frequency spectra of the noise sources, and the geometry and reflective
properties of the local terrain, buildings and barriers. SoundPLAN 7.4 software simulates light downwind conditions
in all directions to ensure conservative assessments. The predicted noise levels represent only the contribution of the
proposed compressor station operations and do not include ambient noise or noise from other facilities. Actual field
sound level measurements may vary from the modeled noise levels due to other noise sources such as traffic, other
facilities, other human activity, or environmental factors.
The equipment sound level data used in the Black Creek Compressor Station Facility modeling was sourced from
equipment manufacturer data per approved project design documentation. The modeling results predicted are
dependent on equipment and mitigation orientation as indicated per current (Rev. B Date 12/18/18) project
documentation. Figure 4-1 shows the Black Creek Compressor Station plot plan and mechanical equipment layouts
utilized in the study. Table 4-1 lists the modeled equipment for the facility.
Table 4-1 Equipment Modeled for Black Creek Compressor Station Facility
Quantity
Equipment Type
Proposed Equipment
Data Source
Source Sound
Power Level
(Lw dBA)
4
Compressor Engine
CAT 3516B
Manufacturer Data
1 16.7
4
Compressor Engine
Exhaust
CAT 3516B with EMIT
Silencer (See Appendix B)
Manufacturer Data
83.2
4
Compressor
Ariel JGT-4
Manufacturer Data
88.7
4
Compressor Heat
Exchanger
AXH 156EH
Manufacturer Data
100.2
4.2 Noise Sensitive Receptors
The noise sensitive receptors have been chosen to be consistent with the requirements of the CRS 25-12-103 noise
standards. The requirements indicate that sound levels of noise radiating from a property line at a distance of twenty-
five feet or more therefrom in excess of the dB(A) established for the following time periods and zones shall constitute
prima facie evidence that such noise is a public nuisance. As such, receptor locations were chosen at 25 ft. from the
USR boundary of the Black Creek Compressor Station Facility to represent potential regulatory measurement points
should a complaint be made. Figure 4-2 shows the dBA noise sensitive receptor locations.
Black Creek Compressor Station Facility Noise Modeling
4
Behrens and Associates, Inc.
Environmental Noise Control
PLOT PLAN
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Black Creek Compressor Station Facility Noise Modeling
5
Behrens and Associates, Inc.
Environmental Noise Control
1
Receptor 1
Receptor 4
Black Creek
Compressor
Station Site
Receptor 3
l SRIH-Ili 14
liountiar�
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Figure 4-2 Noise Sensitive Receptor Locations (dIiA)
dBA Compliance Assessment Locations
Rccc1rtvvr
Black Creek Compressor Station Facility Noise Modeling
6
Behrens and Associates, Inc.
Environmental Noise Control
I
4.3 Noise Modeling Results
Two modeling scenarios were created to investigate various options at the site and are described in Table 4-2. The
results of the noise modeling are presented in Table 4-3. The locations in the tables correspond to the receptor
locations identified in Figure 4-2. The results of the noise modeling are also shown as noise contour maps. Figure 4-
4 shows the Scenario 1 Noise Contour Map in dBA and Figure 4-5 shows the Scenario 2 Noise Contour Map in dBA.
The noise contours are provided in 5 dB increments with the color scale indicating the sound level of each contour.
Table 4-2 Modeled Scenarios
Modeled Scenario
Description
Scenario I
Compressor skids are modeled with specified EMIT engine exhaust silencers with a
minimum insertion loss per Appendix B but are not enclosed and do not include any
additional sound mitigation.
Scenario 2
Compressor skids are modeled with specified EMIT engine exhaust silencers with a
minimum insertion loss per Appendix B and individually enclosed in a typical
weatherproof steel enclosure with a Sound Transmission Class (STC) rating of at
least 25 (see Figure 4-3).
Table 4-3 Noise Modeling Results (dBA)
Receptor
Location Description
Scenario 1
Scenario 2
Location 1
25 ft. North of USR 18-01 14 Boundary
64.6
51.6
Location 2
25 ft. East of USR 18-01 14 Boundary
67.2
56.7
Location 3
25 ft. South of USR 18-0114 Boundary
57.1
57.3
Location 4
25 ft. West of USR I 8-01 14 Boundary
61.4
54.9
Allowable Noise
Level
25 ft. from the property line of potential noise
complainant.
70.0 Day /
65.0 Night
The numerical and graphical noise modeling results for Scenario I indicate that the proposed operations of the Black
Creek Compressor Station are predicted to exceed the CRS noise limits at Receptor 2 by 2.2 dBA. With
implementation of the recommendations outlined in Scenario 2, all modeled receptor locations will comply with the
daytime and nighttime dBA limits for CRS 25-12-103.
Black Creek Compressor Station Facility Noise Modeling
7
Behrens and Associates, Inc.
Environmental Noise Control
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Black Creek Compressor Station Facility Noise Modeling
8
Figure 4-4 Scenario 1 Noise Contour Map (dBA)
Behrens and Associates, Inc.
Environmental Noise Control
Average Noise
Level, Leq dBA
= 30.0
= 35.0
= 40.0
= 45.0
= 50.0
= 55.0
= 60.0
= 65.0
= 70.0
= 75.0
= 80.0
= 85.0
= 90.0
0 200 400 600 800
feet
Black Creek Compressor Station Facility Noise Modeling
9
Behrens and Associates, Inc.
Environmental Noise Control
Figure 4-5 Scenario 2 Noise Contour Map (dBA)
Average Noise
Level, Leq dBA
= 30.0
= 35.0
= 40.0
= 45.0
= 50.0
= 55.0
= 60.0
= 65.0
= 70.0
= 75.0
= 80.0
= 85.0
= 90.0
0 200 400 600 800
feet
Black Creek Compressor Station Facility Noise Modeling
10
Behrens and Associates, Inc.
Environmental Noise Control
5. Conclusion
,41
N _
Predictive noise models were created to represent the proposed operations at the Black Creek Compressor Station
Facility operated by Cureton Midstream. Noise sensitive receptor locations included in the models were placed in
compliance with the noise standards of CRS 25-12-103 and USR18-01 14.
The numerical and graphical noise modeling results for Scenario 1 indicate that the proposed operations of the Black
Creek Compressor Station are predicted to exceed the CRS noise limits at one receptor location. With implementation
of the recommendations outlined in Scenario 2, all modeled receptor locations will comply with the daytime and
nighttime dBA limits.
Conclusion
11
Behrens and Associates, Inc.
Environmental Noise Control
1
N _
Appendix A - Glossary of Acoustical Terms
Glossary of Acoustical Terms
12
Behrens and Associates, Inc.
Environmental Noise Control
N _
Ambient Noise
The all -encompassing noise associated with a given environment at a specified time, usually a composite
of sound from many sources both near and far.
Average Sound Level
See Equivalent -Continuous Sound Level
A -Weighted Decibel Scale
The human ear is more sensitive to some sound frequencies than others. It is therefore common practice to
apply a filter to measured sound levels to approximate the frequency sensitivity of the human ear. One such
filter is called the A -weighted decibel scale which emphasizes sounds between 1,000 and 5,000 Hertz by
discounting the frequencies outside of this range. As the human ear is less sensitive to low frequency noise,
the A -weighted decibel scale begins to increasingly discount noise below 500 Hertz.
Measurements conducted utilizing the A -weighted decibel scale are denoted with an "(A)" or "A" after the
decibel abbreviation (dB(A) or dBA). The A -weighted scale is nearly universally used when assessing noise
impact on humans.
C -Weighted Decibel Scale
High level low frequency noise can propagate large distances from its source. Although not always audible,
high levels of low frequency noise can induce vibrations in objects or structures which could become
evident in ways that in ight be annoying to humans (e.g., rattling of windows). The C -weighted decibel
scale, which was developed to estimate human ear sensitivity to high noise levels, is a flatter filter that does
not discount low frequency noise as much as the A -weighted decibel scale. As a result, a C -weighted decibel
measurement could be significantly higher than an A -weighted decibel measurement if the noise being
measured contains a heavy low frequency content.
Measurements conducted utilizing the C -weighted decibel scale are denoted with an "(C)" or "C" after the
decibel abbreviation (dB(C) or dBC). C -weighted noise level limits are sometimes included in noise
regulations as a way to address low frequency environmental noise issues.
Community Noise Equivalent Level (CNEL)
A 24 -hour A -weighted average sound level which takes into account the fact that a given level of noise may
be more or less tolerable depending on when it occurs. The CNEL measure of noise exposure weights
average hourly noise levels by 5 dB for the evening hours (between 7:00 pm and 10:00 pm), and 10 dB
between 10:00 pm and 7:00 am, then combines the results with the daytime levels to produce the final
CNEL value. It is measured in decibels, dbs.
Day -Night Average Sound Level (Ldn)
A measure of noise exposure level that is similar to CNEL except that there is no weighting applied to the
evening hours of 7:00 pm to 10:00 pm. It is measured in decibels, dB.
Glossary of Acoustical Terms
13
Behrens and Associates, Inc.
Environmental Noise Control
Daytime Average Sound Level
The time -averaged A -weighted sound level measured between the hours of 7:00 am to 7:00 pm. It is
measured in decibels, dB.
Decay Rate
The time taken for the sound pressure level at a given frequency to decrease in a room. It is measured in
decibels per second, dB/s.
Decibel (dB)
The basic unit of measurement for sound level.
Direct Sound
Sound that reaches a given location in a direct line from the source without any reflections.
Divergence
The spreading of sound waves from a source in a free field, resulting in a reduction in sound pressure level
with increasing distance from the source.
Energy Basis
This refers to the procedure of summing or averaging sound pressure levels on the basis of their squared
pressures. This method involves the conversion of decibels to pressures, then performing the necessary
arithmetic calculations, and finally changing the pressure back to decibels.
Equivalent -Continuous Sound Level (Leq)
The average sound level measured over a specified time period. It is a single -number measure of time -
varying noise over a specified time period. It is the level of a steady sound that, in a stated time period and
at a stated location, has the same A -Weighted sound energy as the time -varying sound. For example, a
person who experiences an Leq of 60 dB(A) for a period of 10 minutes standing next to a busy street is
exposed to the same amount of sound energy as if he had experienced a constant noise level of 60 dB(A)
for 10 minutes rather than the time -varying traffic noise level. It is measured in decibels, dB.
Fast Response
A setting on the sound level meter that determines how sound levels are averaged over time. A fast sound
level is always more strongly influenced by recent sounds, and less influenced by sounds occurring in the
distant past, than the corresponding slow sound level. For the same non -steady sound, the maximum fast
sound level is generally greater than the corresponding maximum slow sound level. Fast response is
typically used to measure impact sound levels.
Field Impact Insulation Class (FIIC)
A single number rating similar to the impact insulation class except that the impact sound pressure levels
are measured in the field.
Glossary of Acoustical Terms
14
Behrens and Associates, Inc.
Environmental Noise Control
Field Sound Transmission Class (FSTC)
A single number rating similar to sound transmission class except that the transmission loss values used to
derive this class are measured in the field.
Flanking Sound Transmission
The transmission of sound from a room in which a source is located to an adjacent receiving room by paths
other than through the common partition. Also. the diffraction of noise around the ends of a barrier.
Frequency
The number of oscillations per second of a sound wave
Hourly Average Sound Level (HNL)
The equivalent -continuous sound level, Leq, over a 1 -hour period.
1 m pact Insulation Class (IIC)
A single number rating used to compare the effectiveness of floor/ceiling assemblies in providing reduction
of impact -generated sound such as the sound of a person's walking across the upstairs floor.
Impact Noise
The noise that results when two objects collide.
Imp a Ise Noise
Noise of a transient nature due to the sudden impulse of pressure like that created by a gunshot or balloon
bursting.
Insertion Loss
The decrease in sound power level measured at the location of the receiver when an element (e.g., a noise
harrier) is inserted in the transmission path between the sound source and the receiver.
Inverse Square Law
A rule by which the sound intensity varies inversely with the square of the distance from the source. This
results in a 6dB decrease in sound pressure level for each doubling of distance from the source.
Ln Percentile Sound Level
The noise level exceeded for n% of the measurement period where n is between 0.01% and 99.99%. Usually
includes a descriptor i.e. A -weighting. Common Ln values include LA 10, LA50, and LA90 levels. LA 10
would represent the A -weighted sound level that is exceeded for 10% of the measurement period.
Masking
The process by which the threshold of hearing for one sound is raised by the presence of another sound.
Maximum Sound Level (Lmax)
The greatest sound level measured on a sound level meter during a designated time interval or event.
Glossary of Acoustical Terms
15
Behrens and Associates, Inc.
Environmental Noise Control
NC Curves (Noise Criterion Curves)
A system for rating the noisiness of an occupied indoor space. An actual octave -band spectrum is compared
with a set of standard NC curves to determine the NC level of the space.
Noise Isolation Class (NIC)
A single number rating derived from the measured values of noise reduction between two enclosed spaces
that are connected by one or more partitions. Unlike STC or NNIC, this rating is not adjusted or normalized
to a measured or standard reverberation time.
Noise Reduction
The difference in sound pressure level between any two points.
Noise Reduction Coefficient (NRC)
A single number rating of the sound absorption properties of a material. It is the average of the sound
absorption coefficients at 250, 500, 1000, and 2000 Hz, rounded to the nearest multiple of 0.05.
Normalized Noise Isolation Class (NNIC)
A single number rating similar to the noise isolation class except that the measured noise reduction values
are normalized to a reverberation time of 0.5 seconds.
Octave
The frequency interval between two sounds whose frequency ratio is 2. For example, the frequency interval
between 500 Hz and 1,000 Hz is one octave.
Octave -Band Sound Level
For an octave frequency band, the sound pressure level of the sound contained within that band.
One -Third Octave
The frequency interval between two sounds whose frequency ratio is 2'11/3). For example, the frequency
interval between 200 Hz and 250 Hz is one-third octave.
One -Third -Octave -Band Sound Level
For a one -third -octave frequency band. the sound pressure level of the sound contained within that band.
Outdoor -Indoor Transmission Class (OITC)
A single number rating used to compare the sound insulation properties of building fa�ade elements. This
rating is designed to correlate with subjective impressions of the ability of fa�ade elements to reduce the
overall loudness of ground and air transportation noise.
Peak Sound Level (Lpk)
The maximum instantaneous sound level during a stated time period or event.
Pink Noise
Noise that has approximately equal intensities at each octave or one -third -octave band.
Glossary of Acoustical Terms
16
Behrens and Associates, Inc.
Environmental Noise Control
Point Source
A source that radiates sound as if from a single point.
RC Curves (Room Criterion Curves)
A system for rating the noisiness of an occupied indoor space. An actual octave -band spectrum is compared
with a set of standard RC curves to determine the RC level of the space.
Real -Time Analyzer (RTA)
An instrument for the determination of a sound spectrum.
Receiver
A person (or persons) or equipment which is affected by noise.
Reflected Sound
Sound that persists in an enclosed space as a result of repeated reflections or scattering. It does not include
sound that travels directly from the source without reflections.
Reverberation
The persistence of a sound in an enclosed or partially enclosed space after the source of the sound has
stopped, due to the repeated reflection of the sound waves.
Room Absorption
The total absorption within a room due to all objects, surfaces and air absorption within the room. It is
measured in Sabins or metric Sabins.
Slow Response
A setting on the sound level meter that determines how measured sound levels are averaged over time. A
slow sound level is more influenced by sounds occurring in the distant past that the corresponding fast
sound level.
Sound
A physical disturbance in a medium (e.g., air) that is capable of being detected by the human ear.
Sound Absorption Coefficient
A measure of the sound -absorptive property of a material.
Sound Insulation
The capacity of a structure or element to prevent sound from reaching a receiver room either by absorption
or reflection.
Sound Level Meter (SLM)
An instrument used for the measurement of sound level, with a standard frequency -weighting and standard
exponentially weighted time averaging.
Glossary of Acoustical Terms
17
Behrens and Associates, Inc.
Environmental Noise Control
Thmis
N _
Sound Power Level
A physical measure of the amount of power a sound source radiates into the surrounding air. It is measured
in decibels.
Sound Pressure Level
A physical measure of the magnitude of a sound. It is related to the sound's energy. The terms sound
pressure level and sound level are often used interchangeably.
Sound Transmission Class (STC)
A single number rating used to compare the sound insulation properties of walls, floors, ceilings, windows,
or doors. This rating is designed to correlate with subjective impressions of the ability of building elements
to reduce the overall loudness of speech, radio, television, and similar noise sources in offices and buildings.
Source Room
A room that contains a noise source or sources
Spectrum
The spectrum of a sound wave is a description of its resolution into components, each of different frequency
and usually different amplitude.
Tapping Machine
A device used in rating different floor constructions against impacts. It produces a series of impacts on the
floor under test, 10 times per second.
Tone
A sound with a distinct pitch
Transmission Loss (TL)
A property of a material or structure describing its ability to reduce the transmission of sound at a particular
frequency from one space to another. The higher the TL value the more effective the material or structure
is in reducing sound between two spaces. It is measured in decibels.
White Noise
Noise that has approximately equal intensities at all frequencies.
Windscreen
A porous covering for a microphone, designed to reduce the noise generated by the passage of wind over
the microphone.
Glossary of Acoustical Terms
I8
Behrens and Associates, Inc.
I Environmental Noise Control
l
1ev _
Appendix B - Acoustical Performance Data
Acoustical Performance Data
19
Behrens and Associates, Inc.
Environmental Noise Control
N _
Scenario 1 and 2 — CAT 3516B Engine Exhaust Silencer Insertion Loss
EMIT Silencer Model
4200Z-1616E-43CEE
Octave Band Center Frequency (Hz)
31.5
63
125
250
500
1000
2000
4000
8000
Insertion Loss (dB)
17.0
30.0
47.0
50.0
45.0
46.0
47.0
47.0
47.0
Acoustical Performance Data
20
Black Creek Compressor Station
Noise Modeling Report
October 22, 2018
Prepared for:
Cureton Midstream
518 17th Street, Suite 650
Denver, CO 80202
Prepared by:
Behrens and Associates, Inc.
13806 Inglewood Avenue
Hawthorne California, 90250
Antonio King
Staff Acoustical Engineer
Jason Peetz
Engineering Manager
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81111-679-8633
\V\��c.en'. ir)nunCnial-noise-Coll'! )I_com \V W\%.driIIingnoisecontrul.com
Behrens and Associates, Inc.
Environmental Noise Control
1. Introduction
N _
The following report provides a noise modeling assessment of the proposed Black Creek Compressor Station operated
by Cureton Midstream in relation to the CRS 25-12-103 noise regulations. The noise modeling includes currently
proposed mechanical equipment which, per Cureton Midstream, was confirmed to be identical to the Tiger
Compressor Station. The Black Creek Compressor Station Facility (40°14'48.38"N, 104°20'13.36"W) is located 1.5
miles northwest of Monahan Lakes in Weld County, approximately 5.7 miles northeast of Roggen, Colorado. The
site is bordered by agricultural land with some single-family homes to the east and south. Figure 1-1 identifies the
pad location.
To assess the predicted noise levels of the proposed operations, manufacturer sound level data of proposed equipment
and exhaust silencers was used when available. File sound level data previously measured and typical of the
equipment was used when manufacturer sound level performance data was not available. The equipment sound level
data was used to construct a noise model using SoundPLAN 7.4 software.
The following is provided in this report:
• A brief introduction of the fundamentals of noise.
• A review of the applicable CRS 25-12-103 noise standards.
• Discussion of noise modeling methodology and results.
Figure 1-1 Cureton Midstream Location
Introduction
1
Behrens and Associates, Inc.
Environmental Noise Control
2. Noise Fundamentals
Sound is most commonly experienced by people as pressure waves passing through air. These rapid fluctuations in
air pressure are processed by the human auditory system to produce the sensation of sound. The rate at which sound
pressure changes occur is called the frequency. Frequency is usually measured as the number of oscillations per
second or Hertz (Hz). Frequencies that can be heard by a healthy human ear range from approximately 20 Hz to
20,000 Hz. Toward the lower end of this range are low-pitched sounds, including those that might be described as a
"rumble" or "boom". At the higher end of the range are high-pitched sounds that might be described as a "screech"
or "hiss".
Environmental noise generally derives. in part, from a combination of distant noise sources. Such sources may include
common experiences such as distant traffic, wind in trees, and distant industrial or farming activities. These distant
sources create a low-level "background noise" in which no particular individual source is identifiable. Background
noise is often relatively constant from moment to moment but varies slowly from hour to hour as natural forces
change or as human activity follows its daily cycle.
Superimposed on this low-level, slowly varying background noise is a succession of identifiable noisy events of
relatively brief duration. These events may include the passing of single -vehicles, aircraft flyovers, screeching of
brakes, and other short-term events. The presence of these short-term events causes the noise level to fluctuate.
Typical indoor and outdoor A -weighted sound levels are shown in Figure 2-1. Detailed acoustical definitions have
been provided in Appendix A — Glossary of Acoustical Terms.
COMMON OUTDOOR NOISE LEVEL COMMON INDOOR
SOUND LEVELS dB (A) SOUND LEVELS .,
110 Rock Band
B-747-200 Takeoff at 2 mi.
Gas Lawn Mower at 3 ft.
Diesel Truck at 150 ft.
DC -9-30 Takeoff at 2 mi.
Noisy Urban Daytime
B-757 Takeoff at 2 mi.
Commercial Area
Quiet Urban Daytime
Quiet Urban Nighttime
Quiet Suburban Nighttime
Quiet Rural Nighttime
4)
100 Inside Subway Train
(New York)
90
80
70
60 at 3 ft.
50
40
30
20
10
Food Blender at 3 ft.
Garbage Disposal at 3 ft.
Shouting at 3 ft.
Vacuum Cleaner
at 10 ft
Normal Speech
Large Business Office
Dishwasher Next Room
Small Theatre, Large
Conference Room
(Background)
Library
Bedroom at Night
Concert Hall (Background
Broadcast & Recording
Studio
0 Threshold of Hearing
Figure 2-1 Typical Indoor and Outdoor A -Weighted Sound Levels
Noise Fundamentals
Behrens and Associates, Inc.
Environmental Noise Control
3. CRS 25-12-103 Noise Standards
N _
The modeling analysis was developed to predict operational noise levels at adjacent properties and verify compliance
of operations with the CRS 25-12-103 noise standards. The CRS code establishes permissible sound levels by type
of property and hours of the day. The measurement location is defined in Section 25-12-103(1) as "Sound levels of
noise radiating from a property line at a distance of twenty-five feet or more therefrom in excess of the dB(A)
established for the following time periods and zones shall constitute prima facie evidence that such noise is a public
nuisance".
Based on the specifications of the CRS 25-12-103 code, the Residential noise level limits listed in Table 3-1 will be
used throughout the report.
Table 3-1. Colorado Noise Related Statues 25-12-103 (1) — Maximum Permissible Noise Levels
Zone
Maximum Noise (dBA)
7:00 am to next 7:00 pm
Maximum Noise (dBA)
7:00 pm to next 7:00 am
Residential
55 dBA
50 dBA
Commercial
60 dBA
55 dBA
Light Industrial
70 dBA
65 dBA
Industrial
80 dBA
75 dBA
CRS 25-12-103 Noise Standards
3
Behrens and Associates, Inc.
Environmental Noise Control
f\At
N _
4. Black Creek Compressor Station Facility Noise Modeling
4.1 Noise Modeling Methodology
The noise modeling was completed with use of three-dimensional computer noise modeling software. All models in
this report were developed with SoundPLAN 7.4 software using the ISO 9613-2 standard. Noise levels are predicted
based on the locations, noise levels and frequency spectra of the noise sources, and the geometry and reflective
properties of the local terrain, buildings and barriers. SoundPLAN 7.4 software simulates light downwind conditions
in all directions to ensure conservative assessments. The predicted noise levels represent only the contribution of the
proposed compressor station operations and do not include ambient noise or noise from other facilities. Actual field
sound level measurements may vary from the modeled noise levels due to other noise sources such as traffic, other
facilities, other human activity, or environmental factors.
The equipment sound level data used in the Black Creek Compressor Station Facility modeling was sourced from
equipment manufacturer data representative of the proposed mechanical equipment. Modeled equipment placement
and orientation was coordinated with Cureton Midstream and oriented to minimize noise impact when possible. The
compressor station was modeled with the coolers on the compressors directed east and positioned in the southeast
corner of the lease boundary. The modeling results predicted are dependent on equipment and mitigation orientation
as indicated. Table 4-1 lists the modeled equipment for the facility which, per Cureton Midstream, was confirmed to
be identical to the Tiger Compressor Station.
Table 4-1 Equipment Modeled for Black Creek Compressor Station Facility
Quantity
Equipment Type
Proposed Equipment
Data Source
Source Sound
Power Level
(Lw dBA)
4
Compressor Engine
CAT 3516B
Manufacturer Data
116.7
4Compressor
Engine
Exhaust
CAT 3516B with EMIT
Silencer (See Appendix B)
Manufacturer Data
83.2
4
Compressor
Ariel JGT-4
Manufacturer Data
88.7
4Compressor
Heat
Exchanger
AXH 156EH
Manufacturer Data
100.2
4.2 Noise Sensitive Receptors
The noise sensitive receptors have been chosen to be consistent with the requirements of the CRS 25-12-103 noise
standards. The requirements indicate that sound levels of noise radiating from a property line at a distance of twenty-
five feet or more therefrom in excess of the dB(A) established for the following time periods and zones shall constitute
prima facie evidence that such noise is a public nuisance. As such, receptor locations were chosen at 25 ft. from the
surrounding property lines of the Black Creek Compressor Station Facility to represent potential regulatory
measurement points should a complaint be made. Figure 4-2 shows the dBA noise sensitive receptor locations.
Black Creek Compressor Station Facility Noise Modeling
4
Behrens and Associates, Inc.
Environmental Noise Control
Receptor 5
Parent Parcel
121909000002
Property Line
Figure 4-2 Noise Sensitive Receptor Locations (dBA)
Receptor I
Receptor 2
Proposed
Compressor
Station Site
Receptor 4
dBA Compliance Assessment Locations
Receptor 3
Black Creek Compressor Station Facility Noise Modeling
Behrens and Associates, Inc.
Environmental Noise Control
4.3 Noise Modeling Results
N _
Two modeling scenarios were created to investigate various options at the proposed site and ate described in Table
4-2. The results of the noise modeling are presented in Table 4-3. The locations in the tables correspond to the receptor
locations identified in Figure 4-2. The results of the noise modeling are also shown as noise contour maps. Figure 4-
4 shows the Scenario 1 Noise Contour Map in dBA and Figure 4-5 shows the Scenario 2 Noise Contour Map in dBA.
The noise contours are provided in 5 dB increments with the color scale indicating the sound level of each contour.
Table 4-2 Modeled Scenarios
Modeled Scenario
Description
Scenario 1
Unmitigated — Compressor skids are modeled with specified EMIT engine exhaust
silencers but are not enclosed and do not included any additional sound mitigation.
Scenario 2
Mitigated — Compressor skids are modeled with specified EMIT engine exhaust
silencers with a minimum insertion loss per Appendix B and includes 750 linear
feet of acoustical permanent sound wall with an approximate height of 24 ft. and
with a Sound Transmission Class (STC) rating of at least 40 installed along the
southwest, west, north and northeast perimeter of the site (see Figure 4-3;.
Table 4-3 Noise Modeling Results (dBA)
Receptor
Location Description
Scenario 1
Scenario 2
Location 1
25 ft. North of Lease Boundary
59.1
48.1
Location 2
25 ft. from North Property Line of Parcel#
121909000002
5 7.6
-N.(
Location 3
25 ft. from East Property Line of Parcel#
121909000002
l 0
30 1
Location 4
25 ft. from South Property Line of Parcel#
121909000002
30.9
30.9
Location
25 ft. from West Property Line of Parcel#
121909000002
59.22
9.8
Allowable Noise
Level
25 ft. from the property line of potential noise
complainant.
55.0 Day / 50.0 Night
The numerical and graphical noise modeling results for Scenario 1 indicate that the proposed operations of the Black
Creek Compressor Station are predicted to exceed the CRS noise 1 i ►11 it at Receptor Locations 1, 2 and 4 by as much
as 9.2 dBA. With implementation of the mitigation outlined in Scenario 2, all modeled receptor locations will comply
with the daytime and nighttime dBA limits for CRS 25-12-103.
Black Creek Compressor Station Facility Noise Modeling
6
Behrens and Associates, inc.
Environmental Noise Control
Figure 4-3 Scenario 2 Proposed Mitigation
750 Linear Feet of 24 -foot -
high, STC-40 Acoustical
Permanent Sound Wall
Black Creek Compressor Station Facility Noise Modeling
7
Figure 4-4 Scenario 1 Noise Contour Map (dBA)
Behrens and Associates, Inc.
Environmental Noise Control
Average Noise
Level, Leq dBA
= 30.0
= 35.0
= 40.0
= 45.0
= 50.0
= 55.0
= 60.0
= 65.0
= 70.0
= 75.0
= 80.0
= 85.0
= 90.0
0 300 600 900 1200
feet
Black Creek Compressor Station Facility Noise Modeling
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Figure 4-5 Scenario 2 Noise Contour Map (dBA)
Average Noise
Level, Leq dBA
30.0
= 35.0
= 40.0
= 45.0
= 50.0
= 55.0
= 60.0
= 65.0
= 70.0
= 75.0
= 80.0
= 85.0
= 90.0
0 300 600 900 1200
feet
Black Creek Compressor Station Facility Noise Modeling
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5. Conclusion
1
N _
Predictive noise models were created to represent the proposed operations at the Black Creek Compressor Station
Facility operated by Cureton Midstream. Noise sensitive receptor locations included in the models were placed in
compliance with the noise standards of CRS 25-12-103.
The numerical and graphical noise modeling results for Scenario I indicate that the proposed operations of the Black
Creek Compressor Station are predicted to exceed the CRS noise limits at multiple receptor locations by as much as
9.2 dBA. With implementation of the recommended mitigation outlined in Scenario 2, all modeled receptor locations
will comply with the daytime and nighttime dBA limits for CRS 25-12-103.
Conclusion
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Appendix A - Glossary of Acoustical Terms
Glossary of Acoustical Terms
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Ambient Noise
The all -encompassing noise associated with a given environment at a specified time, usually a composite
of sound from many sources both near and far.
Average Sound Level
See Equivalent -Continuous Sound Level
A -Weighted Decibel Scale
The human ear is more sensitive to some sound frequencies than others. It is therefore common practice to
apply a filter to measured sound levels to approximate the frequency sensitivity of the human ear. One such
filter is called the A -weighted decibel scale which emphasizes sounds between 1,000 and 5,000 Hertz by
discounting the frequencies outside of this range. As the human ear is less sensitive to low frequency noise,
the A -weighted decibel scale begins to increasingly discount noise below 500 Hertz.
Measurements conducted utilizing the A -weighted decibel scale are denoted with an "(A)" or "A" after the
decibel abbreviation (dB(A) or dBA). The A -weighted scale is nearly universally used when assessing noise
impact on humans.
C -Weighted Decibel Scale
High level low frequency noise can propagate large distances from its source. Although not always audible,
high levels of low frequency noise can induce vibrations in objects or structures which could become
evident in ways that might be annoying to humans (e.g., rattling of windows). The C -weighted decibel
scale, which was developed to estimate human ear sensitivity to high noise levels, is a flatter filter that does
not discount low frequency noise as much as the A -weighted decibel scale. As a result, a C -weighted decibel
measurement could be significantly higher than an A -weighted decibel measurement if the noise being
measured contains a heavy low frequency content.
Measurements conducted utilizing the C -weighted decibel scale are denoted with an "(C)" or "C" after the
decibel abbreviation (dB(C) or dBC). C -weighted noise level limits are sometimes included in noise
regulations as a way to address low frequency environmental noise issues.
Community Noise Equivalent Level (CNEL)
A 24 -hour A -weighted average sound level which takes into account the fact that a given level of noise may
be more or less tolerable depending on when it occurs. The CNEL measure of noise exposure weights
average hourly noise levels by 5 dB for the evening hours (between 7:00 pm and 10:00 pm), and 10 dB
between 10:00 pm and 7:00 am, then combines the results with the daytime levels to produce the final
CNEL value. It is measured in decibels, dbs.
Day -Night Average Sound Level (Ldn)
A measure of noise exposure level that is similar to CNEL except that there is no weighting applied to the
evening hours of 7:00 pm to 10:00 pm. It is measured in decibels, dB.
Glossary of Acoustical Terms
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Daytime Average Sound Level
The time -averaged A -weighted sound level measured between the hours of 7:00 am to 7:00 pm. It is
measured in decibels, dB.
Decay Rate
The time taken for the sound pressure level at a given frequency to decrease in a room. It is measured in
decibels per second, dB/s.
Decibel (dB)
The basic unit of measurement for sound level.
Direct Sound
Sound that reaches a given location in a direct line from the source without any reflections.
Divergence
The spreading of sound waves from a source in a free field, resulting in a reduction in sound pressure level
with increasing distance from the source.
Energy Basis
This refers to the procedure of summing or averaging sound pressure levels on the basis of their squared
pressures. This method involves the conversion of decibels to pressures, then performing the necessary
arithmetic calculations, and finally changing the pressure back to decibels.
Equivalent -Continuous Sound Level (Leq)
The average sound level measured over a specified time period. It is a single -number measure of time -
varying noise over a specified time period. It is the level of a steady sound that, in a stated time period and
at a stated location, has the same A -Weighted sound energy as the time -varying sound. For example, a
person who experiences an Leq of 60 dB(A) for a period of 10 minutes standing next to a busy street is
exposed to the same amount of sound energy as if he had experienced a constant noise level of 60 dB(A)
for 10 minutes rather than the time -varying traffic noise level. It is measured in decibels, dB.
Fast Response
A setting on the sound level meter that determines how sound levels are averaged over time. A fast sound
level is always more strongly influenced by recent sounds, and less influenced by sounds occurring in the
distant past, than the corresponding slow sound level. For the same non -steady sound, the maximum fast
sound level is generally greater than the corresponding maximum slow sound level. Fast response is
typically used to measure impact sound levels.
Field Impact Insulation Class (FIIC)
A single number rating similar to the impact insulation class except that the impact sound pressure levels
are measured in the field.
Glossary of Acoustical Terms
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Field Sound Transmission Class (FSTC)
A single number rating similar to sound transmission class except that the transmission loss values used to
derive this class are measured in the field.
Flanking Sound Transmission
The transmission of sound from a room in which a source is located to an adjacent receiving room by paths
other than through the common partition. Also, the diffraction of noise around the ends of a barrier.
Frequency
The number of oscillations per second of a sound wave
Hourly Average Sound Level (HNL)
The equivalent -continuous sound level, Leq, over a 1 -hour period.
Impact Insulation Class (IIC)
A single number rating used to compare the effectiveness of floor/ceiling assemblies in providing reduction
of impact -generated sound such as the sound of a person's walking across the upstairs floor.
Impact Noise
The noise that results when two objects collide.
Impulse Noise
Noise of a transient nature due to the sudden impulse of pressure like that created by a gunshot or balloon
bursting.
Insertion Loss
The decrease in sound power level measured at the location of the receiver when an element (e.g., a noise
barrier) is inserted in the transmission path between the sound source and the receiver.
Inverse Square Law
A rule by which the sound intensity varies inversely with the square of the distance from the source. This
results in a 6dB decrease in sound pressure level for each doubling of distance from the source.
Ln Percentile Sound Level
The noise level exceeded for n% of the measurement period where n is between 0.01 % and 99.99%. Usually
includes a descriptor i.e. A -weighting. Common Ln values include LA 10, LA50, and LA90 levels. LA 10
would represent the A -weighted sound level that is exceeded for 10% of the measurement period.
Masking
The process by which the threshold of hearing for one sound is raised by the presence of another sound.
Maximum Sound Level (Lmax)
The greatest sound level measured on a sound level meter during a designated time interval or event.
Glossary of Acoustical Terms
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NC Curves (Noise Criterion Curves)
A system for rating the noisiness of an occupied indoor space. An actual octave -band spectrum is compared
with a set of standard NC curves to determine the NC level of the space.
Noise Isolation Class (NIC)
A single number rating derived from the measured values of noise reduction between two enclosed spaces
that are connected by one or more partitions. Unlike STC or NNW, this rating is not adjusted or normalized
to a measured or standard reverberation time.
Noise Reduction
The difference in sound pressure level between any two points.
Noise Reduction Coefficient (NRC)
A single number rating of the sound absorption properties of a material. It is the average of the sound
absorption coefficients at 250, 500, 1000, and 2000 Hz, rounded to the nearest multiple of 0.05.
Normalized Noise Isolation Class (NNIC)
A single number rating similar to the noise isolation class except that the measured noise reduction values
are normalized to a reverberation time of 0.5 seconds.
Octave
The frequency interval between two sounds whose frequency ratio is 2. For example, the frequency interval
between 500 Hz and 1,000 Hz is one octave.
Octave -Band Sound Level
For an octave frequency band, the sound pressure level of the sound contained within that band.
One -Third Octave
The frequency interval between two sounds whose frequency ratio is 2^(1/3). For example, the frequency
interval between 200 Hz and 250 Hz is one-third octave.
One -Third -Octave -Band Sound Level
For a one -third -octave frequency band, the sound pressure level of the sound contained within that band.
Outdoor -Indoor Transmission Class (OITC)
A single number rating used to compare the sound insulation properties of building fa�ade elements. This
rating is designed to correlate with subjective impressions of the ability of fa�ade elements to reduce the
overall loudness of ground and air transportation noise.
Peak Sound Level (Lpk)
The maximum instantaneous sound level during a stated time period or event.
Pink Noise
Noise that has approximately equal intensities at each octave or one -third -octave band.
Glossary of Acoustical Terms
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Point Source
A source that radiates sound as if from a single point.
RC Curves (Room Criterion Curves)
A system for rating the noisiness of an occupied indoor space. An actual octave -band spectrum is compared
with a set of standard RC curves to determine the RC level of the space.
Real -Time Analyzer (RTA)
:1n instrument for the determination of a sound spectrum.
Receiver
A person (or persons) or equipment which is affected by noise.
Reflected Sound
Sound that persists in an enclosed space as a result of repeated reflections or scattering. It does not include
sound that travels directly from the source without reflections.
Reverberation
The persistence of a sound in an enclosed or partially enclosed space after the source of the sound has
stopped, due to the repeated reflection of the sound waves.
Room Absorption
The total absorption within a room due to all objects, surfaces and air absorption within the room. It is
measured in Sabins or metric Sabins.
Slow Response
A setting on the sound level meter that determines how measured sound levels are averaged over time. A
slow sound level is more influenced by sounds occurring in the distant past that the corresponding fast
sound level.
Sound
A physical disturbance in a medium (e.g., air) that is capable of being detected by the human ear.
Sound Absorption Coefficient
A measure of the sound -absorptive property of a material.
Sound Insulation
The capacity of a structure or element to prevent sound from reaching a receiver room either by absorption
or reflection.
Sound Level Meter (SLM)
An instrument used for the measurement of sound level, with a standard frequency -weighting and standard
exponentially weighted time averaging.
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Sound Power Level
A physical measure of the amount of power a sound source radiates into the surrounding air. It is measured
in decibels.
Sound Pressure Level
A physical measure of the magnitude of a sound. It is related to the sound's energy. The terms sound
pressure level and sound level are often used interchangeably.
Sound Transmission Class (STC)
A single number rating used to compare the sound insulation properties of walls, floors, ceilings, windows,
or doors. This rating is designed to correlate with subjective impressions of the ability of building elements
to reduce the overall loudness of speech, radio, television, and similar noise sources in offices and buildings.
Source Room
A room that contains a noise source or sources
Spectrum
The spectrum of a sound wave is a description of its resolution into components, each of different frequency
and usually different amplitude.
Tapping Machine
A device used in rating different floor constructions against impacts. It produces a series of impacts on the
floor under test, 10 times per second.
Tone
A sound with a distinct pitch
Transmission Loss (TL)
A property of a material or structure describing its ability to reduce the transmission of sound at a particular
frequency from one space to another. The higher the TL value the more effective the material or structure
i s in reducing sound between two spaces. It is measured in decibels.
White Noise
Noise that has approximately equal intensities at all frequencies.
Windscreen
A porous covering for a microphone, designed to reduce the noise generated by the passage of wind over
the microphone.
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Appendix B - Acoustical Performance Data
Acoustical Performance Data
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Scenario 1 and 2 — CAT 3516B Engine Exhaust Silencer Insertion Loss
EMIT Silencer Model
4200Z-1616F-43CEE
Octave Band Center Frequency (Hz)
31.5
63
125
250
500
1000
2000
4000
8000
Insertion Loss (dB)
17.0
30.0
47.0
50.0
45.0
46.0
47.0
47.0
47.0
Acoustical Performance Data
19
Black Creek Compressor Station
Traffic Narrative
October 2018
Prepared for:
Prepared by:
1150 O St. Greeley. CO 80631
c
CURETON
MIDSTREAM
518 17th St. Suite 650 Denver. CO 80202
1. Summary
Cureton Midstream is proposing to locate the Black Creek Compressor Station on the southwest corner of
Weld County Parcel 1219-04-0-00-002 which is located approximately 3 miles southwest of the County
Road 386, State Highway 34 Intersection. This is approximately 13 miles northeast of the Town of
Keenesburg. The compressor station will serve to pressurize natural gas for transmission as a liquid
through an existing pipeline. Tetra Tech, on behalf of Cureton Midstream. prepared this Traffic Narrative
to describe and qualify the changes to transportation infrastructure and traffic volume due to the
construction and operations of Black Creek Compressor Station.
2. Existing Conditions
There is no existing infrastructure on the parcel relating to transportation, however, there is a private two -
track road that will become the gravel access road for the compressor station at the southwest corner of
the site. This private road runs generally north -south to County Road 386. The private road is
approximately 3.3 miles long and connects to County Road 386 3.4 miles for the 1-76 Frontage Road
County Road 386 intersection. County Road 386 is considered a rural collector street which is defined by
several characteristics: 1. Short or moderate intra-county connectivity. 2. Serves low density area 3. Used
for moderate length trips or trips between arterials (Weld County). County Road 386 does connect State
Highway 34 to the Interstate 76 frontage road.
The population for the zip code area is estimated to be 3.268 (US Census Bureau). The Black Creek
compressor site is located in a rural/agricultural area with minimal local population. The road potentially
impacted by the compressor station construction and operations is limited to County Road 386. Highway
34 has a turn lane to accommodate ingress to County Road 386 from Highway 34. It is more probable
that the construction/operations traffic will be coming from the 1-76 frontage road to the south which has
very low traffic volume and is considered a local road having less connectivity than a collector.
Traffic data for County Road 386 is not available from local. county, or CDOT records. This is likely due to
scarce use. It is common not to collect data on unpaved rural roads because traffic volumes are so low.
The interconnectivity provided by County Road 386 does not lead directly to or from any urban areas and
is only close to one town, Roggen, which has a population of 237 people. Even if every member of this
community used County Road 386 every day it would not represent a significant traffic volume.
3. Project Traffic
The construction of the Black Creek Compressor Station will have significantly more traffic than
operations. Approximately 20-30 worker/personnel vehicles and 5-10 heavy vehicles are expected during
construction. The duration of construction is expected to be three to five months. Construction traffic is
expected to arrive from the 1-76 frontage road to County Road 386, then to the private permanent access
road located about 6.3 miles along County Road 386 heading north. Workers and heavy vehicles will all
gain access to the site using the same road. Due to the nature of County Road 386 it is unlikely that there
is a peak hour during which commuting. or abnormally heavy traffic occurs on a daily basis. Therefore.
OFFICE OF THE SECRETARY OF STATE
OF THE STATE OF COLORADO
CERTIFICATE OF FACT OF GOOD STANDING
1, Wayne W. Williams, as the Secretary of State of the State of Colorado, hereby certify that.
according to the records of this office,
Cureton Midstream, LLC
is an entity formed or registered under the law of Delaware . has complied with all
applicable requirements of this office, and is in good standing with this office. This entity has
been assigned entity identification number 20171539436 .
This certificate reflects facts established or disclosed by documents delivered to this office on
paper through 10/04/2018 that have been posted, and by documents delivered to this office
electronically through 10/05/2018 @ 19:34:47 .
i have affixed hereto the Great Seal of the State of Colorado and duly generated, executed, and issued this
official certificate at Denver, Colorado on 10/05/2018 @ 19:34:47 in accordance with applicable law.
This certificate is assigned Confirmation Number 11 157109 .
Secretary of State of the State of Colorado
*********************************************End of certificate********************************************
Notice: A certificate issued electronically from the Colorado Secretary o f State's Web site is fully and immediately valid and effective. However,
as an option, the issuance and validity of a certificate obtained electronically may be established by visiting the I'alidate a Certificate page of
the Secretary of State's Web site, hitp://www.sos.state.co.us/bidCertiftcateSearchCriteria.do entering the certificate's confirmation number
displayed on the certificate, and following the instructions displayed Confirming the issuance of a certificate is merely optional and is not
necessary to the valid and effective issuance of a cert f cote. For more information. visit our Web site, http.://www. sos. state. co. us/ click
"Businesses. trademarks, trade names " and select "Frequently Asked Questions. "
• „,
COLORADO
Department of Public
Health & Environment
CERTIFICATION TO DISCHARGE
UNDER
CDPS GENERAL PERMIT COR-0 300000
STORMWATER ASSOCIATED WITH CONSTRUCTION ACTIVITIES
Certification Number: COR03S846
This Certification to Discharge specifically authorizes:
Cureton Front Range LLC
to discharge stormwater from the facility identified as
Weld County Midstream pipelines project
To the waters of the State of Colorado, including, but not limited to:
- South Platte River
Facility Activity : Gas transmission pipelines
Pipeline and utilities
Disturbed Acres: 400 acres
Facility Located at:
Eastern Weld county uninc CO 80504
Weld County
Latitude 40.52392 Longitude -104.20446
Specific Information
(if applicable):
Certification is issued and effective: 2/21/2018
Expiration Date: This authorization expires upon effective date of the General Permit COR030000 renewal unless
otherwise notified by the division.
*ADMINISTRATIVELY CONTINUED
This certification under the permit requires that specific actions be performed at designated times. The certification
holder is legally obligated to comply with all terms and conditions of the permit.
This certification was approved by:
Margo Griffin Work Group Lead
Permits Section
Water Quality Control Division
'explanation of Admin Continued in cover letter
4300 Cherry Creek Drive S., Denver, CO 80246-1530 P 303-692-2000 www.colorado.gov/cdphe/wqcd
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