HomeMy WebLinkAbout20191096.tiffc.
wy
USE BY SPECIAL REVIEW (USR) APPLICATION
DEPARTMENT OF PLANNING SERVICES * 1555 N. 17T" AVENUE * GREELEY, CO 80631
www.weldgov.com * 970-353-6100 EXT 3540 * FAX 970-304-6498
FOR PLANNING DEPARTMENT USE:
AMOUNT $
APPLICATION RECEIVED BY
DATE RECEIVED:
CASE # ASSIGNED:
PLANNER ASSIGNED:
Parcel Number*: 0
Address of site:
5 5 5 _ 2 6 _ 0 _ 0 0 _ 0 0
Legal Description: SESW
Zone District: Acreage: 160.25 Floodplain:
FEE OWNER(S) OF THE PROPERTY:
N ame: Jacob Everhart
Section: 26
CA 12 digit number on Tax ID.
information, obtainable at
www. weldgov.com).
Township: 8
eological Hazard: YON
N Range: 67 '1111
Airport Overlay: YON
Company: Enerplus Resources (USA) Corporation
Phone #: 720.279.6743 Email: jeverhart@enerplus.com
Street Address:
950 -17th Street, Suite 2200
City/State/Zip Code: Denver, Colorado 80202
N ame:
Company:
Phone #:
Street Address:
City/State/Zip Code:
N ame:
Email:
Company:
Phone #:
Street Address:
City/State/Zip Code:
Email:
APPLICANT OR AUTHORIZED AGENT: (See below: Authorization must accompany ail applications signed by Authorized Agents)
Name: Michael Welker
Company: Ascent Geomatics Solutions
Phone ##:
303.928.7128 Email: mwelker@ascentgeomatics.com
Street Address: 7535 Hilltop Circle
City/State/Zip Code: Denver, Colorado 80221
PROPOSED USE:
orca Centralized Gathering Facility - a centralized gathering facility with compression and NGL processing capabilities
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 corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal
authority to stn for corporation.
Signature: Owner or Authorized Agent
Jacob Everhart
/0/77//e
Date Signature: Owner or Authorized Agent Date
Print Name
Print Name Rev 4/2016
DEPARTMENT OF PLANNING AND BUILDING
DEPARTMENT OF PUBLIC HEALTH AND ENV.IRONNMENT
1555 NORTH 17TH AVENUE
GREELEY, CO 80631
AUTHORIZATION FORM FOR BUILDING, PLANNING AND HEALTH DEPARTMENT
PERMITS AND SERVICES
e Enerplus Resources (USA) Corporation Ascent Geomatics Solutions
)> ,give permission to
(Owner — please print) (Applicant/Agent — please print)
to apply for any Planning, Building or Health Department permits or services on our behalf, for the property located
at:
SW Section 26, Township 8 North, Range 67 West, 6th P.M.
Legal Description: SW of Section 26 , Township 8 N, Range 67 W
Subdivision Name: Lot Block
Property Owners Information:
Phone: 720.279.6743 E-ma;i: jeverhart@enerplus.com
Applicant/Agent Contact Information:
Phone: 303.928.7128 E -Mail: mwelker@ascentgeomatics.com
Email correspondence to be sent to: Owner Applicant/Agent BothX
Postal service correspondence to be sent to: (choose only one) Owner X Applicant/Agent
Additional Info: Orca Centralized Gathering Facility
Owner Signature:
Owner Signature:
Date: 10/15/18
Date:
Weld County Use by Special Review Application
WELD COUNTY
ORCA CENTRALIZED GATHERING FACILITY
Use by Special Review (USR) Application
APPLICANT:
ener
ENERPLUS RESOURCES (USA) CORPORATION
950-17t" Street, Suite 2200
Denver, Colorado 80202
PROPOSED GATHERING FACILITY:
SW SECTION 26, TOWNSHIP 8 NORTH, RANGE 67 WEST, 6TH P.M.
SUBMITTAL OCTOBER 26, 2018
SUBMITTED BY:
ASCENT
GERNATICS SOLUTIONS
7535 Hilltop Circle
Denver, Colorado 80221
Enerplus Resources (USA) Corporation Page 1
Weld County Use by Special Review Application
TABLE OF CONTENTS
1. Responses to USR Questionnaire
Planning Questions
Engineering Questions
Environmental Health Questions
Building Questions
2. Operational Standards
Noise Control
Air and Water Quality
Lighting
Weed Control
3. Required Permits
Weld County
Colorado Oil and Gas Conservation Commission (COGCC)
Colorado Department of Public Health and Environment (CDPHE)
4. Traffic
5. Fire and Emergency Response
6. Exhibits
USR Site Plan Map
Drainage Report
Drainage Drawings
SWMP Plans
Grading Plans
Enerplus Resources (USA) Corporation Page 2
Weld County Use by Special Review Application
1. Responses to USR Questionnaire
Planning Questions:
1. Explain, in detail the proposed use of the property.
This USR application is being submitted by Enerplus Resources (USA) Corporation (Enerplus) for the Orca
Centralized Gathering Facility. Enerplus proposes to build a centralized gathering facility with gas
compression and gas processing capabilities. This facility will also act as centralized gathering facility for
produced water and oil for Enerplus wells in this area. This site will also house an Enerplus field office,
storage yard, produced water recycling, and SWD well. The proposed use is consistent with the
comprehensive county plan to foster development of the natural resources of Weld County. Given the
size of the property, only a small amount of agricultural land would be affected. The facility will service
low pressure gas (10"), oil (6-8"1, and produced water (4-6") pipelines entering from the east and west
directions with a high-pressure gas discharge pipeline exiting the facility to the east.
. Consistency with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan.
The Weld County Comprehensive Plan addresses goals and policies for agriculturally zoned properties,
oil and gas deposits, as well as environmental pollutants that gathering facilities may emit. A goal of the
Comprehensive Plan encourages the division of land in agricultural areas to support the continuation of
agricultural production. The site is currently owned and used by Enerplus for agricultural purposes.
Finally, the Comprehensive Plan addresses the presence of oil and gas deposits in the County and
encourages the extraction of oil and gas resources by methods that conserve and minimize the impact
on surrounding lands and land uses. The centralized gathering facility will allow for tankless well
production sites which will in turn reduce the amount of land required at production sites on
agricultural lands in the surrounding area.
The proposed use is consistent with Chapter 22 and any other applicable code provisions or ordinance in
effect. Section 22-5-100.A. (OG.Goal 1.) states, "Promote the reasonable and orderly exploration and
development of oil and gas mineral resources," while Section 22-5-100.B. (OG..Goai 2.) strives to,
"Ensure that the extraction of oil and gas resources conserves the land and minimizes the impact on
surrounding land and the existing surrounding land uses." Section 22-5-100.B., (O .Policy 2.9.) outlines
the objective to, "Impose protective measures through available state, County and federal regulations to
ensure that the mineral operator conducts operations in a manner that will minimize current and future
environmental impacts!' This Use by Special Review application for a centralized gathering facility, due
to increases in drilling activity and anticipated production increases by producers in the Weld County
area, remains consistent with the goals of Chapter 22.
3. Consistency with the intent of the Yield County Code, Chapter 23 (Zoning) and the zone
district in which it is located.
Oil and gas facilities are allowed as a use by right in the A (Agricultural) Zone District. However, oil and
gas support and service operations such as a gathering and compression require the approval of a Use
by Special Review Permit. The proposed facility use is consistent with the intent of the A (Agricultural)
Zone District. Section 23-3-40.A.2 of the Weld County Code provides for oil and gas production support
and service.
Enerplus Resources (USA) Corporation Page 3
Weld County Use by Special Review Application
4. Surrounding Uses and Compatibility with surrounding uses.
There are currently no USR permits on the site. The facility does not interfere with the existing use of
the area, and remains compatible with the current zoning.
5. Hours and days of Operation.
This facility is designed to operate twenty-four (24) hours a day, seven (7) days a week, 365 days a year.
6. List the number of full time and/or part time employees proposed to work at this site.
Five full time employees, and three-part time employees.
7. If shift work is proposed include the number of employees per shift.
Shift work is not proposed.
8. List the number of people who will use this site. Include contractors, truck drivers, customers,
volunteers, etc.
This site will have truck traffic that will be determined by production rates throughout the field and
pipeline capacity. The site will not be continuously manned, but will be visited several times per day by
Enerplus operations employees.
9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals.
N/A
10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping,
dirt, grass, buildings).
The lot will be approximately 28.9 acres. Approximately 3 acres will be graveled. A parking lot size 50' x
300' is additionally planned.
11. How many parking spaces are proposed? How many handicapped (ADA)parking spaces are proposed?
There will be 12 parking spaces with 2 additional parking space reserved for ADA compliant handicapped
parking.
12. Explain existing and proposed landscaping.
No current landscaping exists. Formal landscaping is not planned.
13. Describe the type of fence proposed for the site (e.g., Moot chain link with earth tone slats).
6 -foot chain link around the site perimeter with gated entry.
14. Describe the proposed screening for all parking and outdoor storage areas.
Due to the isolated nature of this facility, no screening is proposed.
15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity
occurs.
Planned reclamation procedures will follow the guidelines set forth in COGCC 1000 series rules
"Reclamation Regulations" to establish proper reclamation of the land and soil affected by oil and gas
operations and ensure the protection of the topsoil of said land during such operations. The surface of
the land shall be restored as nearly as practicable to its condition at the commencement of construction
and operations.
Enerplus Resources (USA) Corporation Page 4
Weld County Use by Special Review Application
16. Who will provide fire protection to the site?
Operations personnel will be trained and capable of extinguishing small contained fires. The Ault fire
department will be notified for large uncontained fires.
17. List all on -site and off -site improvements associated with the use (e.g., landscaping, fencing, buildings,
drainage, turn lanes, etc.), and timeline of when each of the improvements will be completed.
Stormwater controls necessary for construction will be installed prior to the commencement of
excavation. Construction will be phased as oil and gas development progresses in the surrounding area.
Final construction will include stormwater controls listed in the SWMP Plans, to be added to the field
wide SWMP Report. Fencing will be provided around the perimeter of the area necessary to secure the
site as needed. Compressor building and supporting storage vessels and piping is planned for phase one
and will be completed in 2019. Oil and water gathering, associated tanks and piping, and field office is
anticipated to be constructed beginning in 2019 through 2020. Natural gas processing, salt water
disposal well, and water recycling are anticipated for later phase completion.
Engineering Questions:
1. Describe how many roundtrips/day 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)
Passenger cars/pickups —15
TandemTrucks —
o
Semi-Truck/Trailer/RV — Approximately 20-30 dependent upon production rates.
2. Describe the expected travel routes for site traffic.
The majority of the traffic will come off of HWY 14. When traveling from the west WCR 15 or 19 will be
used to travel north to WCR 90 and then proceed east to the Enerplus access road. Visitors coming from
the east will most likely use WCR 29 or WCR 31 to travel north to WCR 90 and then travel west to the
Enerplus access road.
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.)
50% of traffic will come from the west and 50% of traffic will come from the east.
4. Describe the time of day that you expect the highest traffic volumes from above.
Highest traffic will be during regular business hours of Sam to 5pm.
5. Describe where the access to the site is planned.
The access will be off of Enerplus' existing access road off of CR 90 that runs south to our Irish pad.
Enerplus has secured a permanent road access agreement with the landowner and plans to utilize two
entry points into the location on the east side of the proposed development.
6. Drainage Design
Please refer to the Drainage Report and Drainage Drawings, included with this submittal.
Enerplus Resources (USA) Corporation Page 5
Weld County Use by Special Review Application
Environmental Health Questions:
1. What is the drinking water source on the property? If utilizing a drinking water well include the well
permit number.
Enerplus plans to drill an on -site water well coinciding with the construction of the field office building.
O nsite water well will adhere to all county and state water well permitting and requirements. State -
Division of Water Resources well permit to be included at a later date.
2. What type of sewage disposal system is on the property? If utilizing an existing septic system provide
the septic permit number.
During construction the contractor will supply portable sewage disposal units. Post construction
Enerplus plans for a traditional septic system with leach field to be constructed in conjunction with the
field office and drinking water well. Septic system permit number as required by the Weld County
Department of Public Health and Environment On -Site Wastewater Treatment System Regulations to be
provided at a later date.
3. If storage or warehousing is proposed, what type of items will be stored?
The storage yard will house miscellaneous spare oilfield equipment, pipes, valve sets, seals etc. 500
gallon tank for glycol storage, 500 gallon tank for compressor lube oil, 500 gallon tank for methanol, 500
gallon tank of emulsion breaker, along with 2-18,000 gallon NGL storage bullets, 10 - 1,000 barrel oil
tanks,10 —1,000 barrel produced water tanks, and 1 65' by 32' clean recycled water storage tank.
Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur
on this site.
Please see the site plot plan for location of production related storage tanks. Chemical storage will occur
in the storage yard and will be set on portable containment. All storage vessels onsite 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.
Fuel storage is not anticipated at this time.
If there will be washing of vehicles or equipment on site, indicate how the wash water will be
contained.
Vehicle or equipment washing will not be performed at the site location.
7. If there will be floor drains, indicate how the fluids will be contained.
N ot applicable. No floor drains are planned at this time.
8. Indicate if there will be any air emissions (e.g., painting, oil storage, etc.).
O ngoing emissions from this site will occur. All air emissions will be permitted through the CDPHE Air
Pollution Control Division. Odors will be compliant with local and county requirements.
9. Provide a design and operations plan, if applicable (e.g., composting, landfills, etc.).
Please refer to the USR Site Plan Map, included with this application.
Enerplus Resources (USA) Corporation Page 6
Weld County Use by Special Review Application
10. Provide nuisance management plan, if applicable (e.g., dairies, feedlots, etc.).
Odors will be compliant with local and county requirements. Dust mitigation at the facility will be
handled using standard dust suppressant measures.
11. Additional information may be requested depending on type of land use requested.
Building Questions:
1. List the type, size (square footage), and number of existing and proposed structures.
No existing structures.
One proposed Quonset style office building measuring approximately 50' x 125', and one prefabricated
steel shop building measuring approximately 75' x 50/. Five conex boxes, measuring approximately 8' x
40' each. One MCC Building, measuring approximately 20' x 30'. One compressor building, measuring
200' x 100'.
2. Explain how the existing structures will be used for this USR?
Not Applicable, no existing structures.
3. List the proposed use(s) of each structure.
Field Office — Administrative
Shop — Equipment maintenance and storage
Conex Boxes — Storage for parts
MCC Building — Electrical panels and site automation controls.
Gas Compressor Building— Metal building with corrugated steel panels lined with acoustic blankets
Enerplus Resources (USA) Corporation Page 7
Weld County Use by Special Review Application
2. Operational Standards
Noise Control
The operation of the gathering facility shall comply with the noise standards enumerated in Section 802
of the COGCC Amended Rules 2008.
Noise is emitted from compressors and other equipment. The daily maintenance performed by sub-
contractor or Enerplus employee will be done by pick-up truck and trailer and typically during normal
business hours. The rural setting of the project location is preferred to mitigate the effects of noise
emissions on the surrounding property owners. Sounds emitted from the gas compressor(s) will be
reduced by an enclosed building with noise dampening features.
Air and Water Quality
All activities will be in compliance with the permit and control provisions of the Colorado Air Quality
Control Program, Title 25, Article 7, C.R.S. as applicable. No waste water will be discharged within the
site. All solid waste will be transported offsite by vehicle. Stormwater discharges will comply with
Colorado Water Quality Stormwater requirements and the facility stormwater management plan.
Lighting
All lighting on the site will be downcast and shielded. Lighting will be provided for security, evening
maintenance, and emergency work. Any source of lighting on the site shall be shielded so that light will
not shine directly onto adjacent properties Direct or reflected light from any source on the project site
will not create a traffic hazard to operators of motor vehicles on the adjacent road access.
Weed Control
The site will be kept free of weeds, rubbish, and other waste material. The area will be treated if
necessary and as practicable to prevent invasion of undesirable species and noxious weeds.
Enerplus Resources (USA) Corporation Page 8
Weld County Use by Special Review Application
3. Required Permits
Weld County
A Use by Special Review Permit is required to be approved by the Board of County Commissioners prior
to construction, including release of grading permits for this facility.
in addition to the Use by Special Review permit, Access, Right -of -Way, FHDP, Building, and SWMP permits wil
be obtained from Weld County, where required.
Colorado Oil and Gas Conservation Commission
The proper permits from the COGCC for the injection well have or will be applied for in the next forty five (45)
days. Once it is approved, copies will be submitted to Weld County for its records.
Colorado Department of Public Health and Environment
An air permit will be obtained from the CDPHE, if necessary.
Enerplus Resources (USA) Corporation Page 9
Weld County Use by Special Review Application
4. Traffic
The construction process involves site grading with equipment, including,motor graders, front end
loaders, and excavation equipment. Heavy hauls involving the compressor units and some of the larger
process equipment will be necessary, as well as the use of large truck mounted cranes to unload and set
this equipment. There will be concrete trucks and pumpers on a regular basis during construction. The
staffing during the construction of the facility is estimated at 30-40 personnel during peak construction.
It is estimated 3-4 office trailers and anywhere from 5-8 tool and parts vans/conex buildings will be on
site duringconstruction. Weld County Planning Department indicated that a comprehensive traffic study
was not required for this facility.
Enerplus Resources (USA) Corporation Page 10
Weld County Use by Special Review Application
5. Fire and Emergency Response
There is adequate provision for the protection of the hea
the neighborhood and County.
th, safety, and welfare of the inhabitants of
All roads leading to the site and within the site are designed and maintained to support fire apparatus. A
turnaround will be constructed to accommodate fire apparatus. In addition to above -referenced rules
and regulations, Enerplus is also subject to COGCC Rule 606A pertaining to Fire Prevention and
Protection. Enerplus has support personnel in the field or on call at all times to provide technical
assistance in fire prevention and elimination.
Emergency Information Sheet
General Information: The purpose of this document is to provide ownership information in case of
emergency. It may be used by outside agencies, company employees, and contract labor to help secure
a speedy recovery from such emergency situations:
Name and Address
Enerplus Resources (USA) Corporation
950 17th Street, Suite 2200
Denver, Colorado 80202
Type of Facility:
Centralized oil and Gas Gathering Facility
Location and Access:
Southwest Quarter Section 26, Township 8 North, Range 67 West. 6th P.M.
Emergency Contact List: The following is a list of Enerplus personnel and organizations that may be contacted in
the event an emergency occurs at the facility.
Due to the nature of this facility, any emergency will necessitate Enerplus personnel to respond to the issue and
resolve with its standard company protocol. Enerplus has trained personnel available 24/7 to respond to
incidents and engage local officials as appropriate. Enerplus Headquarters provides 24/7 monitoring and
emergency response, which can be reached at 1-877-576-5636. In any case the following personnel Enerplus can
be reached if necessary:
Earl McKay— Colorado Operations Superintendent
Address: 1866 Bear Den Road County Road 53
Address: Watford City, ND 58854
Phone — (701) 675-8301
Enerplus Resources (USA) Corporation Page 11
Weld County Use by Special Review Application
Phone — (701) 335-9352
Ron Parham —Team Lead, Completions Operations
Address: 95017th Street Suite 2200
Address: Denver, CO 80202
Phone — (720) 279-5523
Phone — (720) 279-5500
Seth Gibbs — Construction Foreman
Address: 950 17th Street, Suite 2200
Address: Denver, CO 80202
Phone — (406) 630-2380
Phone — (720) 279-5500
Emergency Response Contact List
Incident
Type
Contact
Phone
Number
Comments
Fire,
Explosion,
Serious Injury
Fire
Protection
District
911
or
Weld
Department
County
Police
911 or
4015
(970)356 -
COGCC
(303)894-2100
Spill
or Release
COGCC
(303)894-2100
Reporting
spills
produced
waste
containment
outside
or
surface
water.
all
of
spills
exceeding
crude
of
or
required
water
containment,
that
ground
oil,
or
impact
or
ibbl
5bbl
for
E&P
in
Fire Protection
District
911
or (970)785-
2232
Reporting
spills
water
quantity
hazardous
impacting
or
for
spills
required
substances.
reportable
of
surface
CERCLA
for
Colorado
of
Public
Environment
Department
Health
and
(800)886-7689
Reporting
spills
water
quantity
hazardous
impacting
or
for
spills
required
substances.
reportable
of
surface
CERCLA
for
Enerplus Resources (USA) Corporation Page 12
Weld County Use by Special Review Application
Reporting
spills
impacting
required
surface
for
US
EPA
(800)227-8917
water
quantity
hazardous
or for
spills
substances.
reportable
of
CERCLA
Reporting
required
for
National
Center
Response
(800)4248802
spills
water
quantity
hazardous
impacting
or
for
spills
substances.
reportable
surface
of CERCLA
Enerplus Resources (USA) Corporation Page 13
Final Drainage Report
for
O - CA Pad
Centralized Gathering Facility
Prepared For:
enerzws
EnerPlus Resources (USA)
950 17th Street, Suite 220
Denver, CO 80202
Prepared By:
A
ASCENT
Grown S01U1IONS
Ascent Geomatios Solutions
7535 Hilltop Circle
Denver, CO 80221
October 26, 2018
ASCENT
6EOMATICS Salll1IONS
October 28, 2018
Ms. Hayley Balzano
Weld County Planning and Zoning Department
1555 N 17th Ave
Greeley, Colorado 80631
Re: ORCA Pad Centralized Gathering Facility
Planning & Zoning Department:
Ascent Geomatics Solutions has completed a drainage analysis for ORCA Pad Centralized
Gathering Facility, located southeast of the intersection of County Road 90 and county Road
19.
The proposed site development is located within a parcel with a total area of 161.88 acres. The
site is predominantly irrigated field. A relatively small portion, approximately 50 acres, is being
converted to an oil and gas gathering facility. Because of this proposed development, the overall
parcel imperviousness would increase just 8.57% (2% to 10.57%) and the overall drainage
pattern would not be changed. In the absence of any attenuation efforts, stormwater runoff from
the developed areas would flow back to the irrigated field at points more than 170 feet
upgradient of from neighboring properties. Full stormwater flood attenuation is required for this
project and the attached report outlines measures intended to address water quality.
This report is prepared in accordance with the Weld County Storm Drainage Criteria (WCSDC).
and the Weld County Engineering and Construction Criteria (WCECC). Additionally, Urban
Drainage and Flood Control District's Urban Storm Drainage Criteria Manual (USDCM). The
proposed site would collect and detain the stormwater quality control volume (WQCV) for the
developed areas and release as prescribed within the WCSDC by methods outlined in the
USDCM. Therefore, the construction of the proposed ORCA Pad Centralized Gathering Facility
complies with both the Weld county and UDFCD stormwater criteria.
We look forward to your consideration and feedback of this Final Drainage Report. If you have
any further questions or comment, please contact our office at 303-928-7128 or by email at
mwelker@ascentgeomatics.com
Sincerely
Ascent Geomatics Solutions
,satir---1/C-r' WI --
Michael C. Welker, PE, CFM
Project Engineer
Certification of Engineering
I hereby attest that this report for the final drainage design of ORCA Pad Centralized Gathering
Facility was prepared by me, or under my direct supervision, in accordance with the provisions of
the Weld County Storm Drainage Criteria for the responsible parties thereof I understand that
Weld County does not and shall not assume liability of drainage facilities designed by others.
Michael C. Welker,
Registered Professional Engineer
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Certification of Developer
EnerPlus Resources (USA) hereby certifies that the drainage facilities for the ORCA Pad
Centralized ath eri n g Facility shall be constructed according to the design presented in this
report. 1 understand that Weld County does not and will not assume liability for drainage facilities
designed and/or certified by my Engineer. I also understand that Weld County relies on the
representations of others to establish that drainage facilities are designed and constructed in
compliance with county guidelines, standards, or specifications. Review by Weld County can
therefore in no way limit or diminish any liability, which 1 or any other party may have with respect
to the design or construction► of such facilities.
EnerPlus Resources (USA)
Authorized Signature Date
Attest:
Notary Public Authorized Signature Date
enermaus
ASCENT
GEOMATICS SOLUTIONS
Contents
1 . General Location and Description 004 40004 4 4000 44444 04 4 4004 4 40004 4 40404 40004 4 4044 4 40004 4 40004 400 4004 4 4 4044 4 40004 4 40004 40004 4 4004 4 40004 440 1
1.1. Location 1
1.2. Description of the Property 1
2. Drainage Basins'andSub-Basins IOW4 4444.4....4 I 4.......
2.1. Major Basin Description ..i........44i.
2.2, Sub -Basin Description
3, Drainage Design Criteria 40 94404 44 44 0 44 44404 44444 444444444441404414044444144411444000 44 4010 4444444 40000440
31, Development Criteria Reference and constraints
.2. Hydrological Criteria
3.3. Hydraulic Criteria
4. Drainage Facility Design 44404449444449944494944944044444444444044444444444494.409494444444449444444449.4444444049449444444490404499494400444404
4.1. General Concept
4.2. Specific Details
5. Conclusions 4..4
6. References
i
2
2
4
4
7
4 40 0 04 4 40 04 4 4 4 0 4 4 4 4 0 0 0 4 40 0 0 4 4 4 0 0 4 4 4 0 4 0 44 40 0 04 40 4 0 04 04440041S1$ 0 4 4 4 4 0 04 4 40 04 4 40 04 4 40 0 0 04 40 0 04 4 40 0 04 4 40 04 4
4 4 9 4 4 4 4 4 4 4 4 4 4 4 8
Final Drainage Report for ORCA Gathering Facility Pad Page i
enermaus
ASCENT
GEOMATICS SOLUTIONS
APPENDICES
APPENDIX A
Vicinity Map A-'1
Firm Map A-2
Hydrologic Soils Maps A-3
APPENDIX B Hydrologic Computations
Weighted % Impervious Calculations B-1
Runoff Calculation B-2
APPENDIX C Hydraulic Computations
WQCV Design and State Storage Calculation (Basin 1) C-1
WQCV Design, outlet Structure Design (Basin 1) C-2
WQCV Pond Trash Screen Sizing (Basin 1) C-3
WQCV Pond Safety Grate Sizing (Basin 1) C-4
Facility Pad Riprap Sizing (Basin 1) C-5
Onsite Diversion Channel 1 (Basin "I) C-6
Onsite Diversion Channel 2 (Basin 1) C-7
Offsite Diversion Channel 3 (Basin 2) C-8
Offsite Diversion Channel 4 (Basin 3) C-9
Offsite Diversion Channel 6 (Basin 5) C -10
Culvert 1 (Basin 3) C-11
Culvert 2 (Basin C-12
Culvert 3 (Basin 5) C-13
Culvert 4 (Basin 1) C-14
Culvert 5 (Basin 1) C-15
Final Drainage Report for ORCA Gathering Facility Pad Page ii
enermaus
ASCENT
GEOMATICS SOLUTIONS
1. General Location and Description
1.1. Location
The ORCA Pad Centralized Gathering Facility is located in the Southwest quarter of Section 26,
Township 8 North, Range 67 West of the 6th Principal Meridian, Weld County, Colorado. It is
physically located of County Road 90 southeast of its' intersection with County Road 19. The
proposed site is bounded by agricultural land to the north, west, south, and east. (Please see
the Vicinity Map in the Appendix A).
1.2. Description of the Property
The proposed site is located within a parcel with combined total area of approximately 161.88
acres. The site is predominantly irrigated field. A small portion, approximately 50 acres, is being
converted to an oil and gas production facility.
The site is located approximately 0.7 mile northeast of Black Hollow Reservoir. There are no
major drainage or irrigation facilities across the site or within 200 feet of the site. The proposed
site is within FEMA Panel ID 08123C0925E which is provided in Appendix A. Busch
Entertainment Corporation owns the proposed site.
When development is complete, the proposed gathering facility will consist of a single facility
pad. The gathering facility pad will consist of 10 oil tanks, 10 water tanks, water pumps, oil
pumps, ECD'sfflares, vapor recovery towers, vapor -recover units, pigging/metering/slug
catchers, 2 separators, MCC, compressors, NGL storage and loadout, NGL skids, NGL
electrical generators, NGL tanks, NGL valve trailers, SWD well, and disposal injection pumps.
During the Drilling Phase of the project, temporary stormwater BMPs will be implemented to
provide sediment and erosion control. Refer to the Construction Drawings and Stormwater
Management Plan for the types, locations, and descriptions of implemented BMPs. During the
Production Phase of the project, a majority of the disturbed area will be reclaimed and returned
to agricultural land. Stormwater from the facility and well pads will be routed to permanent WO
drainage facilities, including WQCV ponds/swales, emergency spillways, and outlet features.
Swabs and diversion channels are also proposed to direct onsite and offsite stormwater
appropriately.
As determined by USDA Web Soil survey, the soils for the proposed site have been identified
as Olney fine sandy loam (Hydrologic Type B). The existing site generally slopes from the north
northeast to south southwest at a range of -1 % to 5% grades (Please see the Soil Properties
Map in the Appendix A). Upon completion of development, the proposed site will be a
combination of compacted gravel and concrete piers/pads.
The existing ground was assumed to have a percent imperviousness of 2%. When developed,
the well pad is assumed to be compacted gravel with a percent imperviousness of 40%. The
Final Drainage Report for ORCA Gathering Facility Pad Page 1
enerPLus
ASCENT
GEOMATICS SOLUTIONS
facility pad is assumed to be compacted gravel and concrete with a percent imperviousness of
40% and 100% respectively. To account for sedimentation, an imperviousness value of 90%
was use for the WQCV ponds. The composite percent imperviousness will be 48.9% for the
Basin I. The overall post -development imperviousness for the entire 161.88 acre parcel is
10.57% (Please see calculation in Appendix B and Proposed Drainage Plan for details).
2. Drainage Basins and Sub -Basins
2.1. Major Basin Description
The site is located within the Black Hollow Creek Basin. The proposed site is associated with
the Town of Windsor Master Drainage Plan: 2017 Update Volume I: Law Basin and Windsor
Basin. As indicated in the FIRM map in Appendix A, the proposed site is not within the 100 -year
floodplain. No irrigation facilities are located within 200 feet of the proposed site.
2.2. Sub -Basin Description
Historical stormwater flows from the northeast to southwest at 1 to 5% grades. Currently,
stormwater follows along a similar drainage pattern and flows to the southwest and eventually
reaches the Black Hollow Reservoir.
The property is bound on the south and east by dirt farm roads, and on the north and west by
other parcels of irrigated farmland.
For discussion in this report, 7 drainage basins have been identified within the 161.88 -acre
parcel. See Drainage Plan drawings (Appendix D) for basin boundaries and contributing areas.
• Basin (Onsite flows) is the 30.79 -acre area of the permanent gathering facility pad.
Basin 1 includes the facility pad perimeter diversion swale and the water quality pond.
The pad surface is not sloped.
• Basin 2 — (offsite flows) is a 8.45 -acre offsite area that abuts the northwestern portion
of Basin 1 and includes a diversion ditch along its southern border with Basin I. Basin 2
is farmland, and is surrounded by farmland to the north, west, and east.
• Basin 3 — (Offsite flows) is a 5.40 -acre offsite area that lies to the northeast of Basin 1
and to the north of Basin 4. Basin 3 is farmland and is bounded by farmland to the north,
west, and east.
• Basin 4 - (Offsite flows) is a 1.05 -acre offsite area situated east of the permanent
gathering facility pad. Basin 4 is is comprised of farmland and abuts farmland to the
east, north, and south.
• Basin — (Offsite flows) is a 0.99 -acre offsite area east of the gathering facility pad and
south of Basin 4. Additionally, this basin is bounded to the east and south by Basin 6
which is comprised of farmland.
Final Drainage Report for ORCA Gathering Facility Pad Page 2
enermaus
ASCENT
GEOMATICS SOLUTIONS
• Basin 6 — (Offsite flows) is a 2.81 -acre offsite area southeast of the proposed gathering
facility pad. This basin is bound by the proposed access road to the north, by the
proposed gathering facility pad to the northwest, and by farmland to the south and east.
• Basin 7 — (Offsite flows) is a 52.18 -acre offsite area north of the proposed gathering
facility pad. Basin 7 is bound by farmland to the north and west, by an existing dirt road
to the east, and by the proposed facility pad to the south. The basin is unaffected by the
proposed development.
• Basin 8 — (Offsite flows) is a 60.22 -acre area west of the proposed gathering facility
pad. This basin is bounded by farmland to the north, west, and south, and by the
proposed gathering facility pad to the east. Basin 8 is unaffected by the proposed
development.
3. Drainage Design Criteria
3.1. Jevelopment Criteria Reference and Constraints
The proposed site is associated with the Town of Windsor Master Drainage Plan: 2017 Update
Volume I: Law Basin and Windsor Basin.
Access to the proposed development is to be constructed east of an existing dirt road that
extends south from County Road 90, past the eastern side of the site. Runoff from this project is
to be routed to conform with the WCSDC and to mitigate potential negative impacts to adjacent
properties.
3.2. Hydrological Criteria
This proposed drainage plan follows Weld County's Storm Drainage Design Criteria (WCSDC)
and the Weld County Engineering and Construction Criteria (WCECC). As per WCECC, the
minor and major design storm frequency for water quality and detention pond designs is 10
years and 100 years. As per Section 5.4.1 Table 5-1, the associated one -hour point rainfalls for
minor and major design storm frequencies are 1.76 inches and 2.78 inches respectively.
As the on -site basin is less than 160 acres, the rational method was employed to compute
runoff via the UD-Rational 2.00 workbook.
The gathering facility pad drains into a WQCV Pond with an outlet structure orifice plate
designed for a 40 -hour drain time. The WQCV pond emergency spillway has been designed to
release at a rate equal to the 100 -year developed flow rate. The emergency spillway has been
sized using UDFCD v3 ediment Basin SC -7, with Table SB-1 used to size the respective crest
lengths.
The composite percent imperviousness was calculated for each basin referencing Urban Storm
Drainage Criteria Manual (USDCM) Table 6-3 Recommended percentage imperviousness
values.
Final Drainage Report for ORCA Gathering Facility Pad Page 3
enerts
ASCENT
GEOMATICS SOLUTIONS
Please see Hydrological Calculation in Appendix B for details.
3.3. Hydraulic Criteria
The hydraulic structure proposed on -site includes one detention pond with outlet structure and
emergency spillway.
The outlet structures of the detention pond were computed using the UDFCD UD-
Detention._v2.34 spreadsheet. These hydraulic calculations include state storage sizing for
Detention Basins, stage -Discharge sizing of the Water Quality Capture Volume (WV) Outlet,
Restrictor Plate Sizing for Circular Vertical Orifices, Stage -Discharge Sizing of the Weirs and
Orifices, stage -Discharge sizing of the outlet culvert, and Stage -Discharge Sizing of the
Spillway. Water quality capture volume was determined with a 40 -hour time. The Water Quality
trash screen size and trash rack over the outlet were calculated per USDCM V3 Chapter 4
Outlet Structure.
The UD- Channels V1.05 spreadsheets were utilized to determine channel geometry and
capacity.
The UD- Culvert V3.05 spreadsheets were utilized to determine culvert geometry and capacity.
Please see Hydraulic Computations in Appendix C for details.
4. Drainage Facility Design
4.1. General Concept
To address water quality concerns, due to surface imperviousness changes, the proposed
topography and features have been designed to control and detain flow from the developed
areas and release that flow at a regulated rate.
offsite flows will be diverted utilizing a series of channels away from the developed areas and
released where they may resume historical flow patterns. The WOCV pond was sized based on
proposed development.
Any contributing offsite flows, from the undeveloped areas, were not accounted in sizing the
WQCV ponds. However, these flows were accounted when sizing the emergency spillway.
4.2. Specific Details
Basin I
Stormwater from the gathering facility pad is collected in Diversion Channels 1 and 2 around the
edge of the pad, and is conveyed west to Design Points 1 & 2 where the stormwater enters the
'QV pond at the southwest corner of the pad.
Final Drainage Report for ORCA Gathering Facility Pad Page 4
enermaus
ASCENT
OEot,lafiiCS 'SOLUTIONS
The catchment area of 15.18 acres with an imperviousness of 49.78%, a channel capable of
conveying a 100 -year peak flow of 26.54 cfs is required. A channel (Diversion Channel 1 l
Design Point 1) capable of conveying 31.8 cfs has been designed, with a 3:1 side slope and a
total depth of 2.7 feet.
The catchment area of 14.66 acres with an imperviousness of 45.22%, a channel capable of
conveying a 100 -year peak flow of 25.95 cfs is required. A channel (Diversion Channel 2 /
Design Point 2) capable of conveying 27.88 cfs has been designed, with a 3:1 side slope and a
total depth of 2.55 feet.
The UD-Detention v2.34 WQCV spreadsheet was used to size the stormwater detention pond.
A 40 -hour drain time with a catchment imperviousness of 48.86% requires 2.618 ac -ft (114,656
cubic -feet) of stormwater detention volume. The proposed pond provides the calculated volume
at elevation 5165.00' with a berm providing a minimum 1.0 foot of freeboard.
Orifices in the outlet box (6 at 1.46 inches in diameter) were sized to facilitate drainage of the
design volume within 40 hours.
Using the USDCM Manual, V3, Construction BMP Fact Sheets, SC -7, Table B-1, an
emergency spillway was designed to provide failure protection for the embankment in the event
the outlet is clogged, or form storm volumes greater than the WQCV. The spillway is designed
with 3:1 side slopes and a crest length of 12 feet.
Basin 2
Stormwater from this area flows to the south, entering Diversion Channel 3 around the northern
and northwestern edge of the gathering facility pad. The diversion ditch conveys the stormwater
to the west away from the gathering facility pad and releases it into Basin 7 at Design Point 5
where it follows historic drainage patterns.
For the catchment area of 8.45 acres with an imperviousness of 2.00%, a channel capable of
conveying a 100 -year peak flow of 10.90 cfs is required. A channel (Diversion Channel 3 /
Design Point 5) capable of conveying 11.45 cfs has been designed, with a 3:1 side slope and a
total depth of 2.7 feet.
Basin 3
Stormwater from this area flows to the south and is collected in Diversion Channel 4 at Design
Point 6. Once in the diversion channel the stormwater is conveyed to the east and south
through a culvert under the access road into Basin 6 at Design Point 10.
The catchment area of 5.40 acres with an imperviousness of 2.41%, a channel capable of
conveying a 100 -year peak flow of 10.49 cfs is required. A channel (Diversion Channel 3 /
Design Point 6) capable of conveying 14.92 cfs has been designed, with a 3:1 side slope and a
total depth of 2.3 feet.
Final Drainage Report for ORCA Gathering Facility Pad Page 5
enermaus
ASCENT
GEOMATICS SOLUTIONS
A 12" culvert, culvert 1, conveys the stormwater under the access road to Design Point 10, and
is capable of conveying the 10-yr peak flow. The culvert is to be placed at the location indicated
on the drainage plan and is set with a minimum slope of 2.4%.
Basin 4
Stormwater from this offsite area sheet flows to the south Design Point 7 where it enters a
culvert that conveys the stormwater under the access road into Basin 5.
The catchment area of 1.05 acres with an imperviousness of 7.74%, a channel capable of
conveying a 100 -year peak flow of 2.94 cfs is required. A channel (Diversion Channel 4 / Design
Point 7) capable of conveying 2.98 cfs has been designed, with a 3:1 side slope and a total
depth of 1.8 feet.
To convey this stormwater under the proposed access road, culvert 2, a 12" culvert capable of
conveying the 10-yr peak flow is to be placed at the location indicated on the drainage plan. The
culvert is to be set with a minimum slope of 2.7%.
Basin 5
Stormwater from this offsite area sheet flows to the south before entering Culvert 3 under the
access road, into Basin 6 at Design Point 8.
For the catchment area of 0.99 acres with an imperviousness of 10.84%, a channel capable of
conveying a 100 -year peak flow of 0.45 cfs is required.
To convey this stormwater under the proposed access road, culvert 3, a 12" culvert (Design
Point 8) capable of conveying the 10-yr peak flow is to be placed at the location indicated on the
drainage plan. The culvert is to be set with a minimum slope of 4.4%.
Basin
Stormwater from this offsite area sheet flows to the south in historical flow patterns before
leaving the Basin 6.
Basin 7
Stormwater from this offsite area sheet flows to the south and southwest according to historic
drainage patterns. Runoff that enters Basin 7 from Basin 2 via offsite Diversion Channel 3 will
return to sheet flow and mimic historic drainage patterns.
Basin 8
Stormwater from this offsite area sheet to the south and southwest before entering Basin
and 7.
2, 3,
Final Drainage Report for ORCA Gathering Facility Pad Page 6
enern.us
ASCENT
GEOMATICS SOLUTIONS
The owner is responsible for maintaining proper operation and access for all drainage facilities.
The proposed detention features can be accessed from County Road 90, via the proposed
access roads. Reclaimed portions of the disturbed area of the proposed site will be re -seeded.
Any vegetation should be trimmed. Any debris or trash from the trash racks attached to the
outlet structure should be cleaned. Any sediment from the rnicropool box should be cleaned out
regularly. Any blockage in the culverts, swales, or outlet pipes should be removed to keep the
drainage facilities at full capacity.
5. Conclusions
The hydrologic and hydraulic calculations associated with the proposed drainage plan follow the
Weld County Storm Drainage Criteria (WCSDC) and the Weld County Engineering and
Construction Criteria (WCECC). These calculations show that the detention pond will detain the
difference of developed 100 -year flow and the 5 -year historic release rate. The outlet structure
is able to control water quality, detain the 100 -year storm, and release stormwater runoff at the
5 -year historic rate. The emergency spillway is able to release storm runoff at the 100 -year
developed flow rate. Thus, the Weld County's stormwater requirements have been met and
stormwater impacts due to proposed development have been mitigated.
Final Drainage Report for ORCA Gathering Facility Pad Page 7
ever
ASCENT
6EOMATICS SOLUTIONS
6. References
1. Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria
Manuals Volume 1, 2, and 3; Weld County, Colorado
2. Weld County Engineering and construction Criteria April 2012; Weld County, Colorado
3. Urban Storm Drainage Criteria Manual Vol. 1, 2 and 3; Urban Drainage and Flood Control
District; Latest Revision
4. FEMA FIRM Flood Insurance Rate Map, Map Number 0812303925E; Federal Emergency
Management Agency: January 20, 2016
Hydrologic Group Rating for Greeley, Colorado; USDA -Natural Resources Conservation
Services; National Cooperative Soil Survey
Final Drainage Report for ORCA Gathering Facility Pad Page 8
ASCENT
GEUMAPICS S1olulifNS
Appendix A
ORCA PAD GATHERING FACILITY
VICINITY MAP
ASCE
70 IAA-IEi
'535 Hilltu,• lrirdE
ast'sr. CO,K.2 21
119
mt'r.?.ascent-;esrratirs.cm
DISCLAIMER:
THIS PLOT DOES NOT REPRESENT A MONUMENTED LAND SURVEY AND SHOULD NOT BE
RELIED UPON TO DETERMINE BOUNDARY LINES. PROPERTY OWNERSHIP OR OTHER
PROPERTY INTERESTS. PARCEL L INES, IF DEPICTED HAVE NOT BEEN FIELD VERIFIED AND
MAY BE BASED UPON PUBLICLY AVAILABLE DATA THAT ALSO HAS NOT BEEN
INDEPENDENTLY VERIFIED,
FIELD GATE
08-21-18
DRAIN' DA -E.
10-26-18
BY HEEIkED:
CSG XXX
I TE \!A E
ORCA PAD GATHERING FACILITY
SJRF.AEE LILT ON
SW 1/4 SEC. 26, TBN, 67W, 6TH P.M.
WELD COUNTY, COLORADO
DATA SOURCE:
AERIAL IMAGERY: NAP 2017
PUBLICLY AVAILABLE DATA SOURCES HAVE NOT BEEN
INDEPENDENTLY VERIFIED BY ASCENT.
PREFABIC FOP
ener
NS PANEL 0895
O
50"
14
13
22 123
LL1267
27
Cam. O �NTY F OAL
• a
... •
0 *• s '.. • 3
• 44• ft4. 4
a• a a a a s•
WOW
*•!•!•a 1 -•• 4_41/4 a
• • • • ... *1 • 4
• • • •�a
• ■ • • It; #. a • •
•4•••# * • 4
• • •
• * R!a}f
4 • a a s •' • • 0 • . r •
• • • a * a • a
a r • • • t ,a
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• ■ 4r. tat-
*
b b- a it;
i■il��i� :4, 5 t . i
4
I
ZONE A
'`•
•
C
26
PROPOSED
SITE
l
tit
t.
52' 30"
3175000 FT
JOINS PANEL 1205 I
35 3180000 FT 36 3185000 FT
MAP SCALE 1" = 2000'
000 0 2000
H ii t
4000
!FEET
RACTCDC
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err
ICI•
Q•i
0
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rill!,
Ikell
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401
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a
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1IIII'
■
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111--
1
PANEL 09125E
FIRM
FLOOD INSURANCE RATE MAP
WELD COUNTY,
COLORADO(
AND INCORPORATED AREAS
PANEL 925 OF 2250
(SEE MAP INDEX FOR FIRM PANEL LAYOUT!
CO WA:
COMMUNITY NUMBER PANEL SUFFIX,
I C; M. 1's flftO1S Coy i F
VTt11.)COUN1? 6b0266 Ci25 E
Notice to User: The Map Number shown below
should be used when placing map orders: the
Community Number shown above should be
used on insurance applications for the subject
community.
MAP NUMBER
08123C0925E
EFFECTIVE DATE
JANUARY 20, 2016
Federal I,mergenr) 'Management Agency .,
This is an official copy of a portion of the above referenced flood map. It
was extracted using F -MIT On -Line This map does not reflect changes
or amendments which may have been made subsequent to the date on the
title block. For the latest product information about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at `vrrww msc.fema.gcv
40" 37' 42" N
40" 37' 31" N
104° 51' 59" W
511320
511320
511370
511420
511470
511520
511570
511620
511670
511720
511770
511820
A
5113/U
511420
Hydrologic Soil Group Weld County, Colorado, Southern Part
(BASIN 1)
511470
Map Scale: 1:2,460 if printed on A landscape (11" x 8.5') street.
0
35 70
140
5115X}
Meters
210
I I 1 Feet
0 100 200 400 600
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UM Zone 13N WGS84
511570
511620
5116(0
511720
511770
511820
104° 51' 36" W
104° 51'36"VQ
40° 37' 42" N
40° 37' 31" N
USDA Natural Resources
a Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/24/2018
Page 1 of 4
Hydrologic Soil Group Weld County, Colorado, Southern Part
(BASIN 1)
MAP LEGEND
Area of Interest (ACT
Area of Interest (A0I)
Soils
Soil Rating Polygons
n A
A/D
B
BID
C
CID
D
Not rated or not available
Soil Rating Lines
O 0 A
✓ 0 A/D
-la 04
B
, BID
Ma 0 C
✓ 0 C/D
✓ 0 D
Not rated or not available
Soil Rating Points
O
O
O
A
AID
B
BID
O
O
O
CID
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your A0I were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
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 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 date(s) listed below.
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 17, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Sep 20, 2015 Oct
21, 2017
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 boundaries may be evident.
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/2412018
Page 2 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part BASIN 1
Hydrologic Soil Group
Map unit symbol
Map
unit name
Rating
Acres in AOI
Percent of AOI
47
Olney fine
1 to 3
sandy loam,
percent slopes
B
3.4
10.9%
48
Olney fine
3 to 5
sandy loam,
percent slopes
B
27.4
89.1%
Totals for Area of Interest
30.8
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 (AID, BID, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, BID, or CID), 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.
Rating Options
Aggregation Method: Dominant Condition
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/24/2018
Page 3 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part BASIN 1
Component Percent Cutoff- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/24/2018
Page 4 of 4
40" 37' 47' N
40" 37' 3? N
104° 51' 58" W
0
511320
511324
511390
511400
511440
511480
511520
511560
511600
511640
511680
4
oil Map may nje valid at this scale.
511360
511400
Hydrologic Soil Group Weld County, Colorado, Southern Part
(BASIN OS -2)
511440
Map Scale: 1:1,840 if printed on A landscape (11" x 8.5') street.
N a 25 50 100
5C► 100 200 300
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: LJTM Zone 13N WGS84
511520
Meters
150
511560
511600
511640
511680
104° 51' 41" W
0
104° 51'41"VV
40O 37'47"N
40O 37' 39" N
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/16/2018
Page 1 of 4
Hydrologic Soil Group Weld County, Colorado, Southern Part
(BASIN OS -2)
MAP LEGEND
Area of Interest (ACT
Area of Interest (A0I)
Soils
Soil Rating Polygons
n A
A/D
B
BID
C
CID
D
Not rated or not available
Soil Rating Lines
O 0 A
✓ 0 A/D
-la 04
B
, BID
Ma 0 C
✓ 0 C/D
✓ 0 D
Not rated or not available
Soil Rating Points
O
O
O
A
AID
B
BID
O
O
O
CID
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your A0I were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
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 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 date(s) listed below.
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 17, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Sep 20, 2015 Oct
21, 2017
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 boundaries may be evident.
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/16/2018
Page 2 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
BASIN OS -2
Hydrologic Soil Group
Map unit symbol
Map
unit name
Rating
Acres in AOI
Percent of AOI
47
Olney fine
1 to 3
sandy loam,
percent slopes
B
5.3
63.6%
48
Olney fine
3 to 5
sandy loam,
percent slopes
B
3.0
36.4%
Totals for Area of Interest
8.3
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 (AID, BID, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, BID, or CID), 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.
Rating Options
Aggregation Method: Dominant Condition
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/16/2018
Page 3 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part BASIN OS -2
Component Percent Cutoff: None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/16/2018
Page 4 of 4
40° 37' 46" N
40° 37 31" N
4
r
4
1095147W
511580
511630
511680
511730
511780
511830
511880
511580
t7
511630
Soil Map may riot
ketinmilb
N
A
Hydrologic Soil Group —Weld County, Colorado, Southern Part
(BASIN OS -3)
511680
511730
511780
Map Scale: 1:2,280 if printed on A portrait (8.5" x 11") sheet.
Meters
0 30 60 120 180
Fat
0 `I00 200 400 600
Map projection: Web Mercator Corner coordinates: WG58r4 Edge tics: UFA Zone 13N WGS84
511830
511880
C"
n-)
In
511930
4
F
4
511930
fJ
lW)
Ln
40° 37 46" N
40° 37' 31" N
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/16/2018
Page 1 of 4
Hydrologic Soil Group Weld County, Colorado, Southern Part
(BASIN OS -3)
MAP LEGEND
Area of Interest (ACT
Area of Interest (A0I)
Soils
Soil Rating Polygons
n A
A/D
B
BID
C
CID
D
Not rated or not available
Soil Rating Lines
O 0 A
✓ 0 A/D
-la 04
B
, BID
Ma 0 C
✓ 0 C/D
✓ 0 D
Not rated or not available
Soil Rating Points
O
O
O
A
AID
B
BID
O
O
O
CID
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your A0I were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
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 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 date(s) listed below.
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 17, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Sep 20, 2015 Oct
21, 2017
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 boundaries may be evident.
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/16/2018
Page 2 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
BASIN OS -3
Hydrologic Soil Group
Map unit symbol
Map
unit name
Rating
Acres in AOI
Percent of AOI
47
Olney fine
1 to 3
sandy loam,
percent slopes
B
5.1
81.0%
48
Olney fine
3 to 5
sandy loam,
percent slopes
B
1.2
19.0%
Totals for Area of Interest
6.3
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 (AID, BID, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, BID, or CID), 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.
Rating Options
Aggregation Method: Dominant Condition
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/16/2018
Page 3 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part BASIN 0S-3
Component Percent Cutoff- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/16/2018
Page 4 of 4
40° 37'41"N
�7
4
1O4 .51'4D"W
511750
N
A
Hydrologic Soil Group —Weld County, Colorado, Southern Part
(Basin O5-4)
511770
Map Scale: 1:832 if printed on A portrait (8.5" x 11") sheet.
0 10 20
40
511810
511810
Meters
60
511 830
511a30
Feet
0 40 80 160 240
Map projection: Web Mercator Corner coordinates: WG584 Edge tics: LEN Zone 13N WG584
511850
511850
1O4 51' 34„ W
511870
R
4
a
cc
511870
40° 37' 41" N
40° 37'36"N
USDA Natural Resources
_ Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/24/2018
Page 1o4
Hydrologic Soil Group Weld County, Colorado, Southern Part
(Basin 0S-4)
MAP LEGEND
Area of Interest (ACT
Area of Interest (A0I)
Soils
Soil Rating Polygons
I —I A
A/D
B
BID
C
CID
D
Not rated or not available
Soil Rating Lines
O 0 A
✓ 0 A/D
-la 04
B
, BID
Ma 0 C
✓ 0 C/D
✓ 0 D
Not rated or not available
Soil Rating Points
O
O
O
A
AID
B
BID
O
O
O
CID
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your A0I were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
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 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 date(s) listed below.
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 17, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Sep 20, 2015 Oct
21, 2017
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 boundaries may be evident.
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/2412018
Page 2 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
Basin OS -4
Hydrologic Soil Group
Map unit symbol
Map
unit name
Rating
Acres in AOI
Percent of AOI
47
Olney fine
1 to 3
sandy loam,
percent slopes
B
0.6
60.9%
48
Olney fine
3 to 5
sandy loam,
percent slopes
B
0.4
39.1 %
Totals for Area of Interest
1.0
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 (AID, BID, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, BID, or CID), 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.
Rating Options
Aggregation Method: Dominant Condition
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/24/2018
Page 3 of 4
Hydrologic Soil Group ---Weld County, Colorado, Southern Part Basin 0S-4
Component Percent Cutoff- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/24/2018
Page 4 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
(BASIN OS -5)
C"
CI")
In
40° 37' 41" N
40° 37' 30" N
511660
4
0)
511700
511740
511780
P_
of
4
3
3
N
A
Map Scale: 1:1x690 if printed on A portrait (8.5" x 11") sheet.
511820
511660
511700
511740
511780
5110
511860
511900
Meters
0 25 50 100
Feet
0 50 100 200 300
Map projection: Web Mercator Corner coordinates: WG584 Edge tics: LEN Zone 13N WG584
150
511860
511900
0)
C)
3
40° 37 41" N
40° 37 30" N
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/17/2018
Page 1 of 4
Hydrologic Soil Group Weld County, Colorado, Southern Part
(BASIN OS -5)
MAP LEGEND
Area of Interest (ACT
Area of Interest (A0I)
Soils
Soil Rating Polygons
n A
A/D
B
BID
C
CID
D
Not rated or not available
Soil Rating Lines
O 0 A
✓ 0 A/D
-la 04
B
, BID
Ma 0 C
✓ 0 C/D
✓ 0 D
Not rated or not available
Soil Rating Points
O
O
O
A
AID
B
BID
O
O
O
CID
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your A0I were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
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 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 date(s) listed below.
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 17, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Sep 20, 2015 Oct
21, 2017
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 boundaries may be evident.
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/17/2018
Page 2 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
BASIN OS -5
Hydrologic Soil Group
Map unit symbol
Map
unit name
Rating
Acres in AOI
Percent of A►OI
48
Olney fine
3 to 5
sandy loam,
percent slopes
B
2.8
100.0%
Totals for Area of Interest
2.8
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 (AID, BID, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, BID, or CID), 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.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/17/2018
Page 3 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part BASIN 0S-5
Rule: Higher
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/17/2018
Page 4 of 4
44° 37' 59" N
4a° 37 3" N
8
4
104° 52' 13" W
1040 52' 13" W
511000
511000
A
Hydrologic Soil Gr0up—Weld County, Colorado, Southern Part
(BASIN OS -6)
511200
511300
Map Scale: 1:5,150 if printed on A portrait (8.5" x 11") sheet.
Meters
0 50 10D 200 300
511400
511400
511500
511500
I I Feet
0 250 500 1000 1500
Map p --lion : Web Mercator Corner coordinates: WGSS4 Edge tics: UTM Zone 13N WGSS4
511600
511700
511700
104O 51' 39" W
S
4U° 3759"N
40° 37 25" N
a Conservation Service
Ism Natural Resources Web Soil Survey
National Cooperative Soil Survey
10117/2018
Page 1 of 4
Hydrologic Soil Group Weld County, Colorado, Southern Part
(BASIN OS -6)
MAP LEGEND
Area of Interest (ACT
Area of Interest (A0I)
Soils
Soil Rating Polygons
n A
A/D
B
BID
C
CID
D
Not rated or not available
Soil Rating Lines
O 0 A
✓ 0 A/D
-la 04
B
, BID
Ma 0 C
✓ 0 C/D
✓ 0 D
Not rated or not available
Soil Rating Points
O
O
O
A
AID
B
BID
O
O
O
CID
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your A0I were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
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 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 date(s) listed below.
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 17, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Sep 20, 2015 Oct
21, 2017
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 boundaries may be evident.
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/17/2018
Page 2 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
BASIN OS -6
Hydrologic Soil Group
Map unit symbol
Map
unit name
Rating
Acres in AOI
Percent of AOI
47
Olney fine
1 to 3
sandy loam,
percent slopes
B
11.6
22.3%
48
Olney fine
3 to 5
sandy loam,
percent slopes
B
40.5
77.7%
Totals for Area of Interest
52.2
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (AID, BID, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, BID, or CID), 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.
Rating Options
Aggregation Method: Dominant Condition
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/17/2018
Page 3 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part BASIN OS -6
Component Percent Cutoff- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
1011712018
Page 4 of 4
40° 38'0"N
40" 37 40" N
B
1040 52' 13" W
511000
511100
511200
511300
511400
511500
511600
511700
511800
511900
104° 52113" W
511000
N
A
511100
511200
e valid at this scale.
Hydrologic Soil Group Weld County, Colorado, Southern Part
(BASIN OS -7)
511300
Map Scale: 1:4,420 if printed on A landscape (11" x 8.5') street.
0 50 100
Meters
200 300
511400
Feet
0 2ao 400 801) 1200
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: LJTM Zone 13N WGS84
511500
511600
511700
511800
511900
104° 51' 32" W
104° 51'32"VV
1
1
400 38'0"N
40° 37' 40" N
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/17/2018
Page 1 of 4
Hydrologic Soil Group Weld County, Colorado, Southern Part
(BASIN OS -7)
MAP LEGEND
Area of Interest (ACT
Area of Interest (A0I)
Soils
Soil Rating Polygons
n A
A/D
B
BID
C
CID
D
Not rated or not available
Soil Rating Lines
O 0 A
✓ 0 A/D
-la 04
B
, BID
Ma 0 C
✓ 0 C/D
✓ 0 D
Not rated or not available
Soil Rating Points
O
O
O
A
AID
B
BID
O
O
O
CID
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your A0I were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
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 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 date(s) listed below.
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 17, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Sep 20, 2015 Oct
21, 2017
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 boundaries may be evident.
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/17/2018
Page 2 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
BASIN OS -7
Hydrologic Soil Group
Map unit symbol
Map
unit name
Rating
Acres in AOI
Percent of AOI
47
Olney fine
1 to 3
sandy loam,
percent slopes
B
59.1
98.2%
48
Olney fine
3 to 5
sandy loam,
percent slopes
B
1.1
1.8%
Totals for Area of Interest
60.2
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (AID, BID, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, BID, or CID), 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.
Rating Options
Aggregation Method: Dominant Condition
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/17/2018
Page 3 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part BASIN OS -7
Component Percent Cutoff- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
10/17/2018
Page 4 of 4
ASCENT
GEUMAPICS S1olulifNS
Appendix B
COMPOSITE BASIN WEIGHTED "% IMPERVIOUS" CALCULATIONS
-REFEREVCE: IlDFCD GS'DCW VJ Table 6-3 Recommender! Percentage Imperi'u►rjsness Values
Undeveloped areas
Street
11 istoric flow
analysis
Greenbelts,
Agricu ltu ral
Off -site flow
analysis (when
land use not
defined)
Paved
Grave
Recycled
asphalts
Drives and
walks
Roofs
% imperv.
2.00%
2,00%
45,00%
100.00%
40.00%
75.00%
90.00%
90.00"..
BASIN
Area
Area
Area
Area
Area
Area
Area
Area
Total
Area
Percent
Irnperv.
BASIN 1: AREA 1A-1: Design Point 1
9.46
9.46
40.00%
BASIN 1: AREA 1A-2: Design Point 1
141
3.41
100.00%
BASIN 1: AREA 1A-3: Design Point 1
0.82
0.82
40.00%
BASIN 1: AREA 1A-4: Design Point 1
1.49
1.49
2.00%
O.00
1.49
4.00
3.41
19.28
0.40
0.00
lull)
15.18
4938%
BASIN 1: AREA 10-1: Design Point 2
12.18
12.1S
40.00%
BASIN 1: AREA 113-2: Design Point 2
0.43
0.426
100.00%
BASIN 1: AREA. 18-3: Design Point 2
0.85
0.855
40.00%
BASIN 1: AREA 1B-4: Design Point 2
0.21
0.209
2.00%
BASIN 1: AREA 113-5: Design Point 2
0.98
0.981
100.00%
Ddb
0.21
(LOU
1.41
1104
0.40
0.00
0.00
14.66
45.22%
BASIN 1: AREA 1A-1: Design Point 3
9.46
9.46
40.0O%
BASIN 1: AREA 1A-2: Design Point 3
3.41
3.41
100.00%
BASIN 1: AREA 1A-3: Design Point 3
0.82
0.82
40.00%
BASIN 1: AREA 1A-5: Design Point 3
0.77
0.77
90.00%
BASIN 1: AREA. 1B-1: Design Point 3
12.18
12.18
40.00%
BASIN 1: AREA 18-2: Design Point 3
0.43
0.43
100.00%
BASIN 1: AREA 113-3: Design Point 3
0.85
0.85
40.00%
BASIN 1: AREA. 18-5: Design Point 3
0.98
0.98
100.00%
BASIN 1: AREA 18-6: Design Point 3
0.19
0.19
90.00%
O.40
0.00
(LOU
4.98
0.85
0.41}
0.00
0.19
29.10
51.58%
BASIN 1: AREA 1A-1: Design Point 4
9.46
9.46
40.00%
BASIN 1: AREA 1A-2: Design Point 4
3.41
141
100.00%
BASIN 1: AREA 1A-3: Design Point 4
0.82
0.82
40.00%
BASIN 1: AREA 1A-4: Design Point 4
1.49
1.49
2.00%
BASIN 1: AREA 1A-5: Design Point 4
0.77
0.77
90.00%
BASIN 1: AREA 18-1: Design Point 4
12.18
12.18
40.00%
BASIN h AREA 18-2: Design Point 4
0.43
0.43
100.00%.
BASIN 1: AREA 1B-3: Design Point 4
0.135
0.85
40.00%
BASIN 1: AREA 18-4: Design Point 4
0.21
0.21
2.00%
BASIN 1: AREA 18-5: Design Point 4
0.98
0.98
10►0.00%
BASIN 1: AREA 1B-6: Design Point 4
0.19
0.19
90.00%
0.00
1.69
(LOU
4.82
23.32
0.00
0.00
0.00
30.79
48.86%
BASIN OS -2: AREA 2A: Design Point 5
7.84
7.84
2.00%
BASIN OS -2: AREA 2B: Design Point 5
0.61
0.61
2.00%
0.110
8.45
(}.Oil
(Liii)
11.00
0.00
0.1)x)
0.1}0
8A5
2.00%
BASIN OS -3: AREA 3A: Design Point 6
0.06
0.06
40.00%
BASIN OS -3: AREA 38: Design Point 6
5.22
5.22
2.00%
BASIN OS -3: AREA 3C: Design Point 6
0.13
0.13
2.00%
0.40
5.35
LOU
4.00
0.06
O.40
0.41)
0.40
5.40
2.41%
BASIN 1-4: AREA 4A: Design Point 7
0.16
0.16
40.00%
BASIN -4: AREA 4[3: Design Point 7
0.89
4.89
2.00%
0.0O
0.89
U.OU
9.00)
11.16
0.1}0
0.00
0.00
1.05
7.74%
BASIN OS -5: AREA 5A: Design Point 8
0.23
0.23
40.00%
BASIN OS -5: AREA 513: Design Point 8
0.70
0.70
2.00%
BASIN OS -5: AREA 5C: Design Point 8
0.05
0.05
2.00%
0.41}
0.76
4.O4
4.00
0.23
0.00
0.41)
0.40
0.99
10.84%
BASIN -6: AREA 6A: Design Point N/A
0.36
0.36
40.00%
BASIN O5-6: AREA 613: Design Point N/A
2.45
2.45
2.00%
0.110
2.45
(LOU
11.410
11.36
0.110
0.1111
0.00
2.81
6.81%
BASIN 0S-7: AREA A: Design Point N/A
52.18
52.18
2.00%
52.18
0.110
11.011
(LOU
(LOU
0.00
0.00
0.110
52.18
2.011%
BASIN O5-8: AREA SA: Design Point N/A
60.22
60.22
2.00%
611.22
0.110
11.011
0.00
0.00
0.00
0.00
0.00
60.22
2.011%
TOTAL
112.39
I 19.59
0.00
_
4.82
24.12
0.00
0.00
I 0.00
161.88
10.57%
Calculation of Reak Runoff using Rational Method
Designer: D_3
Company: Ascent Georr3lias
Date: 10Q:2;2018
Project: E:xistina Condit o•a
Location! O CA
Version 2.D4} released May 2017
Cells c this color as for -ec.is&: user i _u:
Cella c this color as for Gricnal or.•errida saLES
Cells Gs this colora'e for calca ated reaultE b33ed G' overrides
O.:i')!i1.1-('itiI.;
r,
r}rI.SS
i _
= —
11
C.3ml:nlr4Il I„ = ti — II
ip�ir;ncd t. = (::b — 17'3 +
6 7;'141
terelr_u=S S {u'ban)
tcletr_uc2 10 ;non-ur:anl
Selected tc maxi tm.nl'num arsine Cn01pu:e . ti- , Re.zi0113I tj j
:r-!•4- I Cr for `•iC'AA 6;14-a_ 14 F:.ain=all G -e hc,fr22n li:y 1)R ant.-; Yr. druth -,iLi inr.}'rncr ha S IAr; )amt.4-n ;: li:a: rh link
1 -hour rainfall depth, P1 (In}=
Rainfall Intensity Equation Coeffldents=
2-vr 5-vr 10-yr
1:1& I 1.73
a b c
28±C
0.186
25-yr I 50-vr 14)0-yr 500-yr
I 2.78 1 1
(( ;n/Pr)
atI't
{;. LTA
Subratchment
Nano*
Area
(at)InnitivibuStc34
NRCS
Hydrologic
5011 Group
Percent
Runoff Coefficient. C
Overland (Initial) Flow Time
Channelized (Travel) Flow Time
Time of Concentmlian
Rainfal Intensity, I (inihr)
Peak Flow, O. ids)
2.yr
5.yr
117.yr
25.yr
513.yr
ldlyr
MD.yr
Overland
Flow Length
Lilfti
WS Elevation
(ft)
SGplronsll
D?$ Elevation
(N)
{Optlanstt
Overland
Flow Slope
S (nrftj
Overland
Flow Tim
t (min)
Channellzed
Flow Length
L11ft)
WS Elevation
(ft)
SOpll[7ne11
WS Elevation
(h)
DDptlonal}
Channelized
Flow Slope
S.{Hfftj
NRCS
Conveyance
Factor K
Channellzed
Vt(nr�<xl
Channelized
ti(mini(min)
Computed
Flow Velocity Flow Time 2.yr
Regional
tr, min
Selected
=mm
Styr
10yr
25.yr
50.yr
IOD.yr
500ryr
2.yr
5.yr
10.yr
25.F
5D.yr
Mgr
SDD.yr
BASIN1
LitSluV -ethI 1
1i.'a
B
2.00
9.4'
0.01
D.C.:0.2:•
4.31
0,1I
0.!A
;,U.CC
:818/.9~„
::III.'2
0.2/2
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1992.8:C
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;:108.11
0.'0-3'9
10
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$0.90
10/.'16
SO.99
1.2'?
I.1a
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0.2's
'.61
1L.''
/:,.5.'
BASIN •1
DESIGN :011^.I 2
11.96
B
2.00
0.0'
0.01
0.C?
0.26
0.31
0.11
0.51
56.00
5187.''20
5172.S0
0.262
: 03
2035.CC
5172.30
5lee.S0
0.0027
10
3.52
65.24
70.21
:.*5.00
7.7.21
1.25
1.35
252
0.24
' .71
16."
BASIN(
uLSIC V '{SIR 13
29.-0
B
2.00
0.0'
0.01
0.C?
0.V.%
0.31
0.1.1
0.51
59.6:
5187.5+2
:5171.92
C-.271
C OS
2222.00
r 5171.2
51955.3:
9..'.0'31
10
0.50
06.36
71.1.1
97.17
7'.11
1.22.1
1.55
2'19
9.47
3.30
31.67
@A51N•1
DESICU -DINT 1
30.73
B
2.00
0.0•
0.01
0.C?
0.6
0.34
0.44
0.54
12.13C
5172.4')
5171.12
';.037
' 63
2222.CC
517122
5165.0
0.C{'31
10
G.50
66.3E
70.x3
97.17
70.00
1.24
1.57
2 51
0.53
5.57
33.5"
BASIN OS -2
DESIGV'�w1AT b
75.45
B
2.00
9.C,-
0.01
0.07
0.25
0.34
0.44
0.54
23-.00
5105.4E
:3120.61
'}.024
22.2e-
1146.00
5190.2.1
5180.X,
0.;,03/3
ID
0.58
33.21
55.45
61.45
55.45
1.50
1.55
2 BD
0 10
'.16
19.90
BA$IN Q$.3
DESK V =O1RT 6
5.40
B
2.00
0.0•
3.01
0.C?
0.20
0.34
0.44
0.54
2^2.00
5195.57
a1EE.43
0.027
22.01
533'5.00
5188.40
5179.41
O. C'•?rs
10
1.33
5.33
20.15
-
32.40
2,.13
2.3E
2.51
4 44
0 16
' .11
10.4?
BASIN OS -4
DESIGV'OINT 7
-.05
B
2.00
0.0
0.01
0.n
0.2e•
0.34
0A4
0.54
]57.00
5107.89
5103.65
1,'.014
:73'.37
294.00
5103.E
5173.X;
0.033-
ID
1.02
2.60
00.0,7
2:3.56
2&5D2.41
2.54
L 4?
0 03
0.72
2.05
BASIN 08.5
DESIGN =CtsT6
009
n
'2. 00
00+-
O01
DC7
075
O34
044
054
a00
5172113.35136
11?
0077
7x37
31 CC
5166.9
;113123
015-45
10
406
O13
7655
0500
7500
7.5,5
351
i.75
003
x577
705
BASIN O643
U=It;N I'U NI
N:A
"01
n
9 00
0'O-
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07,
0;14
044
050.
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SIAI '54,3110i002
0 Dir
3ytg
74'5 nn
51nn 93
1115 0-
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10
1 69
597
ln77
y' 37
3 37
733
9.54.
1.. 17
0(1R
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510
BASIN OS -7
U=SIGN I'O NI
N: /2
57.'03
n2.nn'k.e.nn
n'.-,'
0.111
n.t'7
0.73
CF.14
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0.54
5185.'.-A:
51fif1.55
C'.077
7n1L
1fifi7.CC
5191.55
510.55
0.0776
111
1.64
16.5'
L:1.75
43.PR
4:x.75
1.0.7
7.71
141:
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BASIN OS -3
DESIGN PO NT
NM h
En.77
r3
2.in
n.':l'
c.ni
11.(:7
11.J{S
{3.54
11.44
(1.54
3ce.nn
57111.5'
=1-l7.53
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30.84
7995.(:(:
5197.5:1
-1 IS.'43
n.':}:7.35
in
C.93
7'5.47
7.t�+.k.-:
75a.:Sii
73(3.35
D.°4
31.53:
1.:11
C.+t S
:AP
7ti.51
Calculation of Reak Runoff using Rational Method
Designer: D_3
Company: Ascent Georc3lics
Dote: 10Q:2;2018
Protect: Proposed Conditions
Location! OKI>
Version 2.D1} rel'i sFl I May 291"2
Calls c this color as for a .ir&: user i _u:
Cella c this color as for G-icnal or.•erride saLes
Cells GI this colora'e for catcu sted results b33ed G' overrides
O.:i'?tif1.1
r,
r}rI.SS
i
601c St er:-Ari
= —
11
ConputedI„=ri -
II
'' ogirrinl t. = (::IS — 17) +
Cert4i
terelr_ueS 5{u�banj
tclelr.ue2 10 ;non-ur=ant
Selected tc max!,tm-nlmrm .1r.hr: Cn:i pu:er. t- . REleienal [J
r: Fl•� 1 t.l•IFi :f? .r.. ref n- Pnr '-a:'AA 6t1 -a_ L'' li:y i :'R ent.-; - ,wi dr,<<fi; ,rbr= inF1'rncr -ha �•ri rM nJi' -n ;: li:a: ri = Iiuk •.
I -hour rainfall depth, P1 (In)=
Rainfall Intensity Equation Coeffldents =
2-yr 5-yr 10-yr
1:1& I 1.73
a b c
28.@C I 11;.55
9.189
25-yr I 50-yr 100-yr 500-yr
I 2.78 1
t( ;n/Pr)
{;.t'fa: CiA
Subratchment
Nano*
Area
(8G)
NRCS
Hydrologic
Sall croup
Percent
IMpc2rvid.usnc34
Runoff Coefficient C
Overland (Initial) Flow Time
Channelized (Travel) Flow Time
Time of Concentmlian
Rainfal Intensity, I (inihrl
Peak Flow, to (de)
2.yr
5.yr
10.yr
25.yr
SD.yr
160.yr
500.yr
Overland
Flow Length
Liittl
WS Elevation
(ft)
Seiplronslt
D?$ Elevation
(fit
{Optional)
Overland
Flow Slope
S. (WM
Qverland
Flow Tim
t (min)
Challnellzed
Flow Length
Li fft)
WS Elevation
(ft)
SOpllimelI
DM Elevation
(h)
ional}
{Optional}
Channelized
Flow Slope
S(MN
;
NRCS
Conveyance
Factor
Channellzed
Flow Velocity
wkrucI vet
Channelized
Flow Time
tr(rninl
Computed
(min)
Regional
tr, mini
Selected
It mm
2.yr
Styr
10yr
25.yr
50.yr
106.yr
500.yr
2.yr
5.yr
10.yr
25.F
5D.yr
100ryr
SDD.yr
BASIN 1
-ClhI 1
1G.'a
B
19.12
0.31
0.10
0i1t
0.'s_•
0-01
0.0e
0. r2
u9.CC
518(.
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0.2(2
3 25
1992.t:C
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1.42
t.i 5
2 60
8.68
11.1,:
202,4LiLSluV
r:,.fi•
BASIN•t
DES1u V 'O11'. 12
11.6e.
B
15.22
0.33
:.3G
0:12
0.53
0.58
0.e1
0.7;'
50..X
5187.''20
a I72.S3
0.202
3 39
2035.CC
5172.30
1e6.35
0..'027
10
..52
65.24
68.33
6...87
60.87
1.1&
1.?3
2 TS
7.95
10.20
25.95
BASIN I
UtSIS3 V 'On 13
29.-0
B
C1.E2
0.3f'
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0.47
0.57
0.02
0.07
0.72
50.22
518,.02
5171.92
r}.271
319
2222.00
,5171.5.425105.33
0..tir3I
10
COO
OG.d4
E8.55
58.14
56.11
1.x4
1.52
2 57
15.00
25.02
50.60
BASIN.'
DESICI -DINT 1
30.79
B
48.&_
0.36
..39
0.45
0.5.3
0.00
O.ed
0.71
13.CC
5172.4}
5171.02
0.037
202
2222.0C
517122
5165.73
0..x.31
10
G.50
60.36
20.55
:29.59
5c!50
1.51
1.72
2 S2
15.31
24.83
50.77
BASIN OS -2
DESIGN' "z INT b
25.45
B
2.00
0.C'-
0.01
0.C7
0.25
0.34
0A4
0.54
223-.00
5105.4$
;?120.(#(
0.024
22.24
114B.00
5100.8-
5180.3:'
0.:{533
ID
0.58
332
55.45,
61.45
55.45
1.50
1.55
2 BO
0 10
'.16
10.'
BASIN Q$.3
DESIC1 =0INT 6
5.40
B
2.41
0.C'•
'..01
0.133
0.20
0.34
0.44
0.54
22.00
5195.57
51EE.43
0.027
22.75
5'.'5.00
5188.40
0179.41
0.."2• 78
10
1.33
5.33
20.:'?
32.37
29.07
2.3E
2.51
4 44
0 13
' .10
10.49
BASIN O3.1.
DESIGV'OINT 7
-.05
B
774
0..74
0.05
0.12
0.3.1
0.37
0A6
0.55
35,•.00
5107.89
51E0.65
0.014
2).23
294.00
5103.t36
5173.9a
0.''33-
ID
1.02
2.60
01.7333
27.36
27.36
2A7
2.31
4 6.'
O 14
0.37
2.23
BASIN O8.5
DESIGN =DINT 6
099
li
1074
0 ,0
0 00
0 14
0 37
0 30
0 40
0 55
sCC 00
5172 (1.3
11?
;136
0077
2401
31 CC
5106'4
1131 03
015-15
10
406
013
7L 34
0470
24 70
2'54
3 17
Z ??
0 70
O L5
7 3?
ASCENT
GEUMAPICS S1olulifNS
Appendix C
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: ORCA GATHERING FACILITY
Basin ID: Basin 1 (Pond)
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, GUHP hydrograph and routing are recommended)
Determination of MINOR Detention Volume Using Modified FAA Method
Determination of MAJOR Detention Volume Using Modified FAA Method
Design Information (Input):
Design Information (Input):
Catchment Dranege Imperviousness is =
50.00
percent
Catchment Drainage Imperviousness la = 50.00 percent
Catchment Drainage Area A =
30.790
acnss
Catchment Drainage Area A = 30.790 acres
Predevelopment NRCS Soil Group Type = B A, B, 0, or O
Predevelopment NRCS Soil Group Type =
B
A, B, C, or D
Return Period for Detention Contrd T =
10
years (2, 5, 10, 25, 50, or 100)
Return Period for Detention Control T =
100
years (2, 5, 10, 25, 50, or 100)
Time of Concentration of Watershed To =
58
minutes
Time of Concentration of Watershed To =
58
minutes
Allowable Unit Release Rate q =
0.50
cfslacre
Allowable Unit Release Rate q =
0.50
cfslacre
One -hour Precipitation P1=1
1.76
inches
One -hour Precipitation P, =
2.78
inches
Design Rainfall IDF Formula I = Cl* P,!(C;+Td^Cg
Design Rainfall IDF Formula I = C1* Pif(C2+Tj^Cs
Coefficient One C1 = 28.50
Coefficient One Ci =
28.50
Coefficient Two C2=
10
Coefficient Two 02 = 10
Coefficient Three Ca =
0.789
Coefficient Three C; = 0.789
Determination of Average Outflow from the Basin (Calculated):
Determination of Average Outflow from the Basin (Calculated):
Runoff Coefficient C = 0.40
Runoff Coefficient C = 0.52
Inflow Peak Runoff Qp-in = 22.13 cfs
Inflow Peak Runoff Op -in = 45.44 cfs
Allowable Peak Outflow Rate Qp-out = 15.40 cfs
Allowable Peak Outflow Rate Qp-out = 15.40 cfs
Mod. FAA Minor Storage Volume = 32,967 cubic feet
Mod. FAA Major Storage Volume = 114,050 cubic feet
Mod. FAA Minor Storage Volume = 0.757 acre -ft
Mod. FAA Major Storage Volume = 2.618 acre -ft
5
c- Enle.r R;;,nfall
Duration Ircnemental Increase Value Here (e.cl 5 for 5 -Minutes)
Rainfall
Duration
minutes
(input;
Rainfall
Intensity
inches 1 hr
(output)
Inflow
Volume
acre-feet
(output)
Adustment
Factor
"m"
(output)
Average
Outflow
cfs
(output)
Outflow
Volume
acre-feet
(output)
Storage
Volume
acre-feet
(output.)
Rainfall
Duration
minutes
(input)
Rainfall
Intensity
inches 1 hr
(output)
Inflow
Volume
acre-feet
(output)
Adjustment
Factor
"m"
(output)
Average
Outflow
cfs
(output)
Outflow
Volume
acre-feet
(output)
Storage
Volume
acre-feet
(output)
5
5.92
0.502
1.00
15.40
0.106
0.396
5
9.35
1.031
1,00
15.40
0.106
0.925
10
4.72
0.801
1,00
15.40
0.212
0.588
10
7.45
1.644
1.00
16.40
0.212
1.432
15
3.96
1..007
1.00
15..40
0.318
0.689
15
625
2.088
1.00
15.40
0,318
1.750
20
3.43
1.163
1.00
15.40
0.424
0.739
20
5.41
2.388
1.00
15.40
0.424
1.963
25
3.03
1.287
1.00
15.40
4.530
0.757
26
4.79
2.643
1.00
15.40
0.530
2.112
30
2.73
1.390
1.00
15.40
0.636
0.754
30
431
2.854
1.00
15.40
0.636
2.218
35
2.49
1478
1.00
15.40
0.742
0.735
35
3.93
3.034
1.00
15.40
0.742
2.292
40
2.29
1.554
1.00
15.40
0.848
0,706
40
3.62
3.191
1.00
15.40
0,848
2.343
45
2.12
1.622
1,00
15.40
0.954
0.667
46
336
3.330
1.00
15.40
0.,954
2.376
50
1.98
1.682
1.00
15.40
1060
0.622
50
3.13
3.454
1.00
15.40
1.060
2.394
65
1.86
1.737
1.00
15.40
1.166
0.571
55
2.94
3.567
1.00
15.40
1.166
2401
60
1.76
1.788
0.98
15.14
1.251
0.536
60
217
3.671
0.98
15.14
1.251
2.419
65
1.66
1.834
0.95
14.57
1.304
0.530
65
2.63
3.766
0.95
14.57
1.304
2.462
70
1.58
1.877
0,91
14.08
1.357
0,520
70
2.50
3.854
0.91
14.08
1.357
2.497
75
1.51
1.917
0.89
13.65
1.410
0.507
75
2.38
3.937
0.89
13.65
1.410
2.526
80
1.44
1.955
0.86
13.28
1.463
0.492
80
2.28
4.014
0.86
13.28
1.463
2.551
85
1.38
1.990
0.84
12.9.5
1,516
0.474
85
218
4.087
0.84
12.95
1.516
2.570
90
1.33
2.024
0.82
12..66
1..569
0.454
90
2.09
4.155
0.82
12.66
1.569
2.586
95
1.28
2.055
0.81
12.40
1.622
0.433
95
2.01
4.221
0.81
12.40
1.622
2.598
100
1,23
2.086
0.79
12.16
1.675
0.410
100
1.94
4.283
0.79
12.16
1.675
2.607
105
1.19
2.114
0.78
1.1.95
1.728
0.386
105
1.87
4.342
0.78
11.95
1.728
2.614
110
1.15
2.142
0.76
11.76
1.781
0.361
110
1.81
4.398
0.76
11.76
1.781
2.617
115
1.11
2.168
0.75
11.56
"1.834
0,334
115
1.76
4.452
0.75
11.58
1.834
2.618
120
1.08
2.194
0.74
11.42
1.887
0.306
120
1.70
4.504
0.74
11.42
1.887
2.617
125
1.05
2.218
0.73
11.27
1.940
0.278
125
1.65
4.555
0.73
11.27
1.940
2.614
130
1.02
2.242
0.72
11.13
1.993
0.248
130
1.61
4.603
0.72
11.13
1.993
2.609
135
0.99
2.264
0.71
11.00
2.046
0.218
135
1.56
4.649
0.71
11.00
2.046
2.603
140
0.96
2.286
0.71
10.89
2.099
0.187
140
1.52
4.694
0.71
10.89
2.099
2.595
145
0,94
2.307
0.70
10.78
2,152
0.155
145
1.48
4.738
0.70
10:7°8
2.152
2,585
150
0.91
2.328
0.69
10.67
2.205
0.122
150
1.44
4.780
0.69
10.67
2.205
2.574
155
0.89
2.348
0.69
10.58
2.258
0.089
155
1.41
4.821
0.69
10.58
2.258
2.562
160
0.87
2.367
0.68
10.49
2,311
0.056
160
128
4.860
0.68
10.49
2.311
2.549
165
0.85
2.386
0.68
10:40
2.364
0.021
165
1.35
4.899
0.68
10.40
2,364
2.534
170
0.83
2.404
0.67
10.32
2.417
-0.013
170
1.32
4.936
0.67
10.32
2.417
2.519
175
0.82
2.422
0.67
10.25
2.470
-0.049
175
1.29
4.973
0.67
10.25
2,470
2.502
180
0.80
2.439
0.66
10.18
2.523
-0,084
180
1.26
5.008
0.66
10.18
2.523
2.485
185
0.78
2.456
0.66
10.11
2.576
-0.120
185
1.24
5.043
0.66
10.11
2.576
2.467
190
0.77
2.472
0.65
10.05
2,629
4157
190
1.21
5.077
0.65
10.05
2..629
2.448
195
0.75
2.489
0.65
9.99
2.682
-0.194
195
1.19
5.110
0.65
9.99
2.682
2.428
200
0.74
2.504
0.65
9.93
2.735
-0.231
200
1.17
5.142
0.65
9.93
2.735
2.407
205
0.72
2.520
0.64
9.88
2.788
-0.269
205
1;14
6.174
0.64
9.88
2.788
2.386
210
0.71
2.535
0.64
9.62
2.842
-0.307
210
1.12
5.205
0.64
9.82
2.842
2.363
215
0.70
2.550
0.63
9.77
2.895
-0.345
215
1.10
5.235
0.63
9.77
2.895
2.341
220
0.69
2.584
0.63
9.73
2.948
-0,384
220
1.09
5.265
0.63
9.73
2,948
2.317
225
0.68
2.578
0.63
9.68
3.001
-0.,422
225
1.07
5.294
0.63
9.68
3.001
2.293
230
0.66
1592
0.63
9.64
3.054
-0.462
230
1.05
5.322
0..63
9.64
3.054
2.269
235
0.65
2.606
0.62
9.60
3.107
-0.501
235
1,03
5.350
0.62
9:60
3.107
2.244
240
0.64
2.619
0.62
9.56
3.160
-0.541
240
1.02
5.378
0.62
9.56
3.160
2.215
245
0.63
2.632
0.62
9.52
3.213
-0,581
245
1.00
5.405
0.62
9.52
3.213
2.192
250
0:62
2.645
0.62
9.48
3,268
-0,621
250
019
5.431
0.62
9.48
3.266
2.166
255
0.61
2.668
0.61
9.45
3.319
-0.661
255
0.97
5.457
0.61
9.45
3.319
2.139
260
0.61
2.670
0.61
9.41
3.372
-0.702
260
0.96
5.483
0.61
9.41
3.372
2.111
265
0.60
2.682
0.61
9.38
3.425
-0.742
266
0.94
5.508
0.61
9.38
3.425
2,083
270
0.59
2.694
0.61
9.35
3.478
-0.783
270
0.93
5.533
0,61
9.35
3.478
2..065
275
0.58
2.706
0.61
9.32
3.531
-0.825
275
0.92
5.557
0.61
9.32
3.531
2.026
280
0.57
2.718
0.60
9 2
3,584
-0.866
280
0.90
5.581
0.60
9.29
3,584
1,997
285
0.56
2.729
0.60
9.26
3.637
-0.907
285
0.89
5.604
0.60
9.26
3.637
1.968
290
0.88
5.627
0.60
9.24
3.690
1.938
290
0.56
1741
0.60
9.24
3.690
-0.949
295
0.55
2.752
0.60
9.21
3743
-0.991
295
0.87
5.650
0.60
9.21
3.743
1,.908
300
0.54
2.763
0.60
9.19
3.796
-1.033
300
0.86
5.673
0.60
9.19
3796
1.877
305
0.54
2.773
0.60
9.16
3.849
-1.075
305
0.85
5.695
0.60
9.16
3.849
1.846
Mod FAA Minor Storage Volume (cubic ft.) = 32,967 Mod. FAA Major Storage Volume (cubic ft.) =
Mod. FAA Minor Storage Volume (acre -ft.) = 0.7568 Mod. FAA Major Storage Volume (acre -ft) _
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
1141050
2.6182
Appendix 13
I lytirologic Computations
10/2512018
2018
Page 13-6
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: ORCA GATHERING FACILITY
Basin ID: Basin 1 (Pond)
Inflow and Outflow Volumes vs. Rainfall Duration
i
6
5
4
C)
w
C.3 3
it
E
2
1
0
r
rhi
■
1 .
IDs
•
1
Y
fi
C O
to
—a
3 r -t
v t
iy}
0
Minor Storm Inflow Volume
Major Storm Inflow Volume
50 100 150 200
Duration (Minutes)
—Minor Storm Outflow Volume
Major Storm Outflow Volume
250
300
," MinorStorni Storage Volume
• Major Storm Storage Volume
350
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
I
Appendix B
I lydrrfLogie Computations
1(1.25 2018
Page B-7
STAGE -STORAGE SIZING FOR DETENTION BASINS
Project: ORCA GATHERING FACILITY
Basin ID: Basin 1 (Pond)
Design Information (Input):
Width of Basin Bottom, W =
Length of Basin Bottom, L =
Dam Side -slope (H:V), Zd =
Stage -Storage Relationship:
Dam
4,
Y
4.00
She Slope Z
ti
ft
ft
ft/ft
L
Side Slope Z
Check Basin Shape
Right Triangle
Isosceles Triangle
Rectangle
Circle / Ellipse
Irregular
Storage Requirement from Sheet 'Modified FAA':
Storage Requirement from Sheet 'Hydrograph':
Storage Requirement from Sheet 'Full -Spectrum':
X
Side Slope s
OR...
OR...
OR...
OR...
(Use Overide values in cells 632:G52)
MINOR MAJOR
0.76
2.62
acre -ft.
acre -ft.
acre -ft.
Labels
for WQCV, Minor,
& Major Storage
Stages
(input;
Water
Surface
Elevation
ft
(input;
Side
Slope
(H:V)
ft/ft
Below El.
(input)
Basin
Width at
Stage
ft
(output)
Basin
Length at
Stage
ft
;output,
Surface
Area at
Stage
ft2
(output)
Surface
Area at
Stage
ft2 User
Overide
Volume
Below
Stage
ft3
(output)
Surface
Area at
Stage
acres
;output)
Volume
Below
Stage
acre -ft
(output;
Target
for WQCV,
& Major
Volumes
(for
Volumes
Minor,
Storage
goal seek)
5155.00
50
0.001
0.000
5155.50
4.00
0.00
0.00
50
25
0.001
0.001
5156.00
4.00
0.00
0.00
50
50
0.001
0.001
5156.50
4.00
0.00
0.00
50
75
0.001
0.002
5157.00
4.00
0.00
0.00
50
100
0.001
0.002
5157.50
4.00
0.00
0.00
50
125
0.001
0.003
5158.00
4.00
0.00
0.00
50
150
0.001
0.003
5158.50
4.00
0.00
0.00
50
175
0.001
0.004
5159.00
4.00
0.00
0.00
7,000
1,938
0.161
0.044
5159.50
4.00
0.00
0.00
11,200
6,488
0.257
0.149
5160.00
4.00
0.00
0.00
15,399
13,137
0.354
0.302
5160.50
4.00
0.00
0.00
16,433
21,095
0.377
0.484
5161.00
4.00
0.00
0.00
17,467
29,570
0.401
0.679
WQCV/10 year
5161.50
4.00
0.00
0.00
1.8,551
38,575
0.426
0.886
WQCV/10 year
5162.00
4.00
0.00
0.00
19,636
48,122
0.451
1.105
5162.50
4.00
0.00
0.00
20,770
58,223
0.477
1.337
5163.00
0.00
0.00
21,905
68,892
0.503
1.582
5163.50
0.00
0.00
23,090
80,141
0.530
1.840
5164.00
0.00
0.00
24,275
91,982
0.557
2.112
5164.50
0.00
0.00
25,510
104,428
0.586
2.397
100 yr
5165.00
0.00
0.00
26,745
117,492
0.614
2.697
100 yr
5165.50
0.00
0.00
28,030
131,186
0.643
3.012
5166.00
0.00
0.00
29,316
145,522
0.673
3.341
5166.50
0.00
0.00
#N/A
0.000
5167.00
0.00
0.00
#N/A
0.000
5167.50
0.00
0.00
#N/A
0.000
5168.00
0.00
0.00
#N/A
0.000
#N/A
#N/A
#NIA
#N/A
#N/A
#N/A
#NIA
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#NIA
#N/A
#N/A
#N/A
#NIA
#N/A
#N/A
#N/A
#NIA
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#NIA
#N/A
#N/A
#N/A
Appendix C
Hydraulic Computation
10/25/2018
PageC -I
STAGE -STORAGE SIZING FOR DETENTION BASINS
Project:
Basin ID:
r
STAGE -STORAGE CURVE FOR THE POND
5169.00
•
•
5167.00 • _
5165.00
5163.00
5161.00
5159.00
515?.00
5155.00 _
0.00
K _
0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
Storage (acre-feet)
Appendix C
Hydraulic Computation
10;25/2018 Page ( -2
STAGE -DISCHARGE SIZING OF THE SPILLWAY
Project: ORCA GATHERING FACILITY
Basin ID: Basin 1 (Pond)
aneruta w rr-
nr
t1
3
1,0„,e,""
6l l►!R CREST
Design Information (input):
Bottom Length of Weir
Angle of Side Slope Weir
Elev. for Weir Crest
Coef. for Rectangular Weir
Coef. for Trapezoidal Weir
Calculation of Spillway Capacity (output):
Appendix C
Hydraulic Computations
L=
Angle =
EL. Crest =
Cw =
CI =
12.00
75.96
5,165.00
3.00
2.51
Water
Surface
Elevation
ft.
(linked)
Rect.
Weir
Flowrate
cfs
(€output)
Triangle
Weir
Flowrate
cfs
(output)
Total
Spillway
Release
cfs
(output)
Total
Pond
Release
cfs
(output)
5155.00
0.00
0.00
0.00
0.00
5155.50
0.00
0.00
0.00
0.00
5156.00
0.00
0.00
0.00
0.00
5156.50
0.00
0.00
0.00
0.00
5157.00
0.00
0.00
0.00
0.00
5157.50
0.00
0.00
0.00
0.00
5158.00
0.00
0.00
0.00
0.00
5158.50
0.010
0.00
0.00
0.00
5159.00
0.00
0.00
0.00
0.00
5159.50
0.00
0.00
0.00
0.00
5160.00
0.00
0.00
0.00
0.00
5160.50
0.00
0.00
0.00
0.00
5161.00
0.00
0.00
0.00
0.00
5161.50
0.00
0.00
0.00
0.00
5162.00
0.00
0.00
0.00
0.00
5162.50
0.00
0.00
0.00
0.00
5163.00
0.00
0.00
a00
0.00
5163.50
0.00
0.00
0.00
0.00
5164.00
0.00
0.00
0.00
0.00
5164.50
0.00
0.00
a00
0.00
5165.00
0.00
0.00
0.00
0.00
5165.50
12.73
1.77
14.50
14.50
5166.00
36.00
10.04
46.04
46.04
5166.50
66.14
27.66
93.80
93.80
5167.00
101.82.
56.78
158.60
158.60
5167.50
142.30
99.19
241.49
241.49
5168.00
187.06
156.46
343.53
343.53
#N/A
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10/25/2018
feet
degrccs
feet
O100 =56.77@5166.50
Page C- 6
STAGE -DISCHARGE SIZING OF THE SPILLWAY
Project: ORCA GATHERING FACILITY
Basin ID: Basin 1 (Pond)
r
0
0
cri
5169
5167
5165
5163
5161
5159
5157
5155
STAGE -STORAGE -DISCHARGE CURVES FOR THE POND
0.5
1
Storage (Acre -Feet)
1.5 2
2.5
3
3.5
4
a
`-5167:
I
a.—
0
r
"
1%66.00
.
1
X560
516
ti
-
1
516
516'.h0
1
5'
-•1
.50
. I�
I�
I
5161.5
_
516'.50
516'.
5161.5:
516w.!:
5.1
_
Q
-
0
50
--
--------------
--
5
58.50
7.
.5
0
5
5
5x.0
5
5
5540
+
5
5
5
-
0 50 100 150 200 250
Pond Discharge (cfs)
300
350
400
—6— TOTAL DISCHARGE
SPILLWAY DISCHARGE • Pal STORAGE
Log. (SPILLWAY DISCHARGE; Log. (SPILLWAY DISCHARGE;
Appendix C
Hydraulic Computations
10/25/2018 Page C- 7
Water Quality Trash Screen Sizing
Ref: UDFCD D V3 Chapter 4 T-12 Outlet Structures Table OS -3a and OS -2b
The Diameter from WQCV Outlet Spreadsheet = 1.416 " > 1.25 II
Table OS -3a Trash Rack Si
IC a:
g for 2" harI1 Recrangular Orifices and T mime if> .Lr4") Circular
Orifices
\V2.& li of f
He lit
Minion nion P Width of Trash r", sh RAct O-
n1 -rig (W
as a Funzdou of Water Depth H Above
,
Lowe2st Perforablon
Ilectannlar
or
Diameter- of
6J,
L' ir:: a
H=-2_ O ft
14=3_0 ft__
H=_ 011
H=5.0 ft.
H-6 0 ft
Spacthg of
RearkgBars,
I
Cross Rods
(10
1.7 fr..
_',1 t`
2 4 t:
2.5 ft.,
2.7 ft
1-316", ,:.,
_°
1, ft I
" 6 f
; ft
3_2 ft
3_4-
1-3116". 2
_ 5 -" .1
2.6 ft
' ft
15 ft
3.8 A
4.0 ft
1-_1016'. '
3. °
3.0 1t lI
3.7 ft
^
4.1 ft
4.5 *
4•. 7 ft
1-3116", 16-. 2"
4- C'
31 11 ",
.
'
As the
height
decreases,
the required
minimum opening
p
16 fx "I
decreases . For a circular
orifice close
to 2 in.
and
H
<2.0
-
cr _
_
f..., the niinwnurn concrete
opening required
is less
than
1.7
ft_ Thus, setting
the
minimum concrete
opening at 1.7
f. is conservative_
I
D.)
4.1 ft
_: 6.0
4.8 ft
5.8ft
6.5 i1
7 ft
7.4 ft
1-3fiQ'. 4?!
Concrete opening = 1.5 ft > minimum 1.7 ft ==> OK
Table OS -2b_ Trash Rack Specifications for Circular Orifice Places
Max.
Width of
Screen
#93
Wire
Supper
Rod
Type
Support
Rod, On
Center,
Spacing
Total
Screen
Carbon
Frame
Steel
Type
VEE.
Slot Opening
(in)
Opening
OW
Thickness
c18 E
0.139
TE O.0-74"xO_50"
I"
0.655 I I
%"" x 1.O angle
s24
0_139
TE 0_M7411xO_7'5"
I"
1.O3"
1.0" x
11/2" :angle
L
≤27
0.1.9
TE O.07411xO.75"
11'
1.03"
1.0I' x 11/2" angle
0
0.139
TE '0.O7 Ir xl _0rP
pi1:'4"x
1
1_155'
11?"
.le
- x_46
0_139
l_0"
I"
1.155
1 1.I
/x 11r_"
angle
TE O -074"r
<42
0.1 39
1.155
1 I.r4"x 1 Vs"
1
angle
TEE 0.105"x1_0""
Johnson. Screens. St. Paul. Minnesota. USA 11-800-83;
9473
Trash Rack Sizing
100 yr water surface elevation
invert of outlet
Diameter of outlet pipe
ne
100
10
S
%
eFlood
Grates
Control.
%
-
rateir
Grates
3.13>24'"
Quality
I.
-
"44,
At / Apt = 38,.5e-a-ag511
I
0 4 8 12 16 20 24 28 32 36 40
Outlet Diameter OT Minimum Dimension D (Inches)
restrictor plate flow A0
equivalent circular oriface D =
5165.50 ft
5161.50 ft
24.00 inch
ft2
1.11 ft
13.27 inch
0.96
-0.124•r
At /Act = 77e
= 14.86
At = trash rack open area = 14.86*At
14.27 ft2
so minimum trash rack open area is 14.27 ft2.
grate size: 2 grate with size of 2' 9 .5" x 6'5.25" or 33.5 inch x 77.25inch
rods =
Total rods thickness = 0.375*8=
# bar =
8.00
Clear Open Area = (33.5-3)*(77.25-7.13)=
Total Clear Open Area =
19.00
44
48
UD-Dentention v2.34 Restrictor Plate Sizing
for Circular Vertical Orifices
rod thickness 3/8 inch or 0.375 inch
3.00 inch
bar thickness 3/flinch or 0.375 inch
Total bar thickness = 0.375*10= 7.13 inch
2138.81 in2 = 14.85 ft2
14.85*2 29.71 ft2
assume 50% clogged = 29.71*0.5: 14.85 ire > rain clear opening area of 14.27 ft2
==> OK
max clear spacing caculated _ 0%*B30 inch
6.63 inch
use 7 in
Facility Pad Riprap Sizing Summary
Ref: UDFCD V2. Hydraulic Structures and 1/1 Open Channel
BASIN 'I
Outlet pipe
One 24 inch Pipe
Pipe
D (ft)
2
WQCV (ft3)
38,575
Drain Time (hrs)
40
Release Rate (cfs)
15.400
Q24inch (cfs)
15.400
Q24inch{D2 5 =
2.722
Q24indi/Di _s =
5.445
Yt/D (Tailwater Depth / Pipe Diameter)
0.4
Riprap Type Min Requirement
Type L for a
distance of 3D
Selected Riprap Type
Type L
Yt = D*0.4
0.8
Expansion Factor 1/2tan a
2.2
Vallowed
5
At = Q18inch / Vallowed
3.080
I-Pcalculated
231.25
Check if 3D< Lpcalculated <10D
NO
Select value such that 3D cLp< 10D
9D
Use Lp
18
Tcalculated
10.18
Use T
10.2
(Ref. USDCM V2, CH 9 Hydraulic Structures Sec 3.23)
Ref: Figure 9-38
Ref:USDCM V2 Hydraulic Structure Figure 9-35
Ref:USDCM V2 Hydraulic Structure Figure 9-35
Ref: USDGM V2 Hydraulic Structure Sec 3.2.1
Ref: Equation MD -23
Ref:USDCM V2 Hydraulic Structure Eqn 9-11
Ref:: UDFCD V1 Major Drainage Sec 7.3
Riprap Sizing Calculation Details
Riprap Type Selection Calculation:
a
Q24ineh/D
Yt/D
BASIN 1
15.400
0.4
Use D:0 insteoclof P wherever f I ow is s u p ercrit is W 141 the barrel_
CM L6se Type L for a distance of 3D downstream
Figure 9-3S. Epznp erosion protec-don at circular conduit outlet (valid for Q DI T 5.0)
9-76 - rban Drainage and flood Cents. Dt t ict
'Urban Steam. Drainage aae Criteria Manuai 'Volume
At Yt/D = 0.4 and 024inch/D 1.5 = 5.445
From Figure 8-34 form USDCM V1 Open Channels
November 2016
6
Rock Type is size Type L.
R A'P EESONATION
FR
t SMALLER THAN
INTERMEDIATE ROCK
DIMENSION ('INCHES)
D5O* (I I�il;�_ .‘
G1VENI SIZE BY
+'Ei CH T
70 - 100
12
35 - 5Q
6
2 - Ya
2
70 - 100
15
TYPE 1.
50 - 70
5- 50
17
9
2 - 1O
3
TYPr M
35 — 50
lE
12
�s
2 - rO
4
70 - 100
30
TYPE H
5D - 70
35 - 50
24
16
1
2 - 1O
8
earac, = MEAN ROCK s17't
Figure 8-34. Riprap and soil riprap placement and gradation (Part I of 3
Rock Type L =_> d5o = 12inch
Riprap Apron Calculaton:
G A Expansion Angle
CD
C
a
{�J
EXPANSION
S
7
6
4
2
11
Vain
MT FM
Fiat"
was
.I .2 _3 4 .5 .6 .7 .8
TAILWATER DEPTH/ CONDUIT HEIGHT, Y f I fs
Fi.gurt 9-35. Expansion rat tor fur circular conduits
Q/D25 =
Yt =
Expansion Factor (1/2tan B )=
/here=
BASIN 'I
2.722
0.4
2.2
Yt/D= 0.4 ==> Yt_ 0.4*t
from Figure 9-35
? = design discharge (cfs)
if= the allowable non -eroding velocity/ in the downstream channel (ft/see)
A, = required area of flow at allowable velocity (ft2)
V allowable —
Select 5 assume erosive soil
At = O12inch / Vapowable
5 erosive soils
7 non -erosive soils
BASIN 'I
3.080
Equation 9-12
where:
!V)
= length of protection i ft )
W =. width of the conduit un (ft) (use diameter for circular conduits)
= tailwater depth (ft)
= the expansion angle of the culvert flow
BASIN 1
Lp = *(ta n(12.8)) * (3.08/0.4 -2)
Lp = 231.25
L calculated unreasonable
L requirement: SD‹ Lp C 10 D Ref: USDCM V2 Major Drainage Sec 3.2.1
UseLp(ft)=9D 18 ft.
—L
=rte
I
2 (Expa.sie facto )
Where:
Expansion Factor = detenuined using Figure 9-35 or 9-36
T is then calculated using the following equation:
T=2(Lrtan 61+
BASIN 1
Expansion Factor
Tang = 1 is (2* 2.2)
T= 2(Lp x tan0) + W
2.20
0.23
10.18
iMD-22)
Equation 9-13
Equation 9-14
•
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
BASIN 1: ONSITE DIVERSION CHANNEL 1 DESIGN POINT 1
DESIGN FLOW Q 100 = 26.54 CFS
F
*,
: ::.
T
Z1
C
t
B
Zy
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
n=
B=
Z1 =
Z2 =
F=
Y=
0.0025
0.035
0.00
3.00
3.00
0.50
2.20
ftlft
ft
ftlft
ftlft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es=
Yo =
Fs=
31.80
0.37
2.19
14.52
13.20
13.91
1.04
1.10
2.27
0.73
0/9
cfs
fps
sg ft
ft
ft
ft
ft
ft
ft
kip
C7 Diversion Channel 1 UD-Channels_v1.05, Basics
10/25/2018, 3:13 PM
•
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
BASIN 1: ONSITE DIVERSION CHANNEL 2 AT DESIGN POINT 2
DESIGN FLOW Q 100 = 25.95 CFS
F
*,
: ::.
T
Z1
C
t
B
Zy
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
n=
B=
Z1 =
Z2 =
F=
Y=
0.0028
0.035
0.00
3.00
3.00
0.50
2.05
ftlft
ft
ftlft
ftlft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
27.88
0.38
2.21
12.61
12.30
12.97
0.97
1.03
2.13
0.68
0.65
cfs
fps
sg ft
ft
ft
ft
ft
ft
ft
kip
C8 Diversion Channel 2 UD-Channels_v1.05, Basics
10/25/2018, 3:15 PM
•
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
BASIN 2: ONSITE DIVERSION CHANNEL 3 AT DESIGN POINT 5
DESIGN FLOW Q 100 = 10.90 CFS
F
*,
: ::.
T
Z1
C
}
t
B
Zy
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
n=
B=
Z1 =
Z2 =
F=
Y=
0.0025 ftlft
0.035
0.00 ft
3.00 ftlft
3.00 ftlft
a50 ft
1.50 ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
11.45
0.35
1.70
6.75
9.00
9.49
0.71
0.75
1.54
0.50
0.25
cfs
fps
sg ft
ft
ft
ft
ft
ft
ft
kip
C9 Diversion Channel 3 UD-Channels_v1.05, Basics
10/25/2018, 3:27 PM
•
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
BASIN 3: ONSITE DIVERSION CHANNEL 4 AT DESIGN POINT 6
DESIGN FLOW Q 100 = 10.49 CFS
F
*,
: ::.
T
Z1
C
}
t
B
Zy
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
n=
B=
Z1 =
Z2 =
F=
Y=
0.0091 ft/ft
0.035
0.00 ft
3.00 ft/ft
3.00 ft/ft
0.50 ft
1.30 ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr=
V=
A=
T=
P=
R=
D=
Es=
Yo =
Fs=
14.92
0.64
2.94
5.07
7.80
8.22
0.62
0.65
1.43
0.43
0.22
cfs
fps
sg ft
ft
ft
ft
ft
ft
ft
kip
Cl0_D ivers ion Channel 4_U D -C h a n n el s_v 1.05, Basics
10/25/2018, 3:32 PM
•
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
BASIN 4: ONSITE DIVERSION CHANNEL 5 AT DESIGN POINT 7
DESIGN FLOW Q 100 = 2.94 CFS
F
T
Z1
C
t
B
Zy
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
n=
B=
Z1 =
Z2 =
F=
Y=
0.0357 ftlft
0.035
0.00 ft
3.00 ftlft
3.00 ft/ft
0.50 ft
0.55 ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es=
Yo =
Fs=
2.98
1.10
3.28
0.91
3.30
3.48
0.26
0.28
0.72
0.18
0.03
cfs
fps
sg ft
ft
ft
ft
ft
ft
ft
ki p
C 11_Diversion Channel 5_U D-Channels_v1.05.xls, Basics
10/21/2018, 2:24 PM
Critical Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
F
T
Z1
0
Ty.
}_
B
r
Z2
1
Design Information (Input)
Bottom Width
Left Side Slope
Right Side Slope
Design Discharge
B=
Z1 =
Z2
0.00 ft
3.00 ftlft
3.00 ft/ft
2.94 cfs
Critical Flow Condition (Calculated)
Critical Flow Depth
Critical Flow Area
Critical Top Width
Critical Hydraulic Depth
Critical Flow Velocity
Froude Number
Critical Wetted Perimeter
Critical Hydraulic Radius
Critical (min) Specific Energy
Centroid on the Critical Flow Area
Critical (min) Specific Force
Y=
A=
T=
D=
V=
Fr
P=
R=
Esc =
Yoc =
Fsc =
0.57
0.96
3.39
0.28
3.07
1.02
3.57
0.27
0.71
0.09
0.02
ft
sg ft
ft
ft
fps
ft
ft
ft
ft
kip
C 11_Diversion Channel 5_U D-Channels_v1.05.xls, Basics
10/21/2018, 2:24 PM
CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation)
Project: Orca Gathering Facility
Pipe ID: Culvert 1 - Design Point 5
_
1e
now
Arm
---
'r
angc
_1-
.7
1
r
1)
i
..
Design Information (Input)
Pipe Invert Slope
Pipe Manning's n -value
Pipe Diameter
Design discharge
So =
ri=
D=
CI
0.0240
0.0120
12.00
1.16
ftlft
inches
cfs
Full -flow Capacity (Calculated)
Full -flow area
Full -flow wetted perimeter
Half Central Angle
Full -flow capacity
Calculation of Normal Flow Condition
Half Central Angle (0<Theta<3.14)
Flow area
Top width
Wetted perimeter
Flow depth
Flow velocity
Discharge
Percent Full Flow
Normal Depth Froude Number
Calculation of Critical Flow Condition
Half Central Angle (0<Theta-c<3.14)
Critical flow area
Critical top width
Critical flow depth
Critical flow velocity
Critical Depth Froude Number
Af =
Pf -
Theta =
Of =
Theta
An=
Tn
Pn =
Yn =
Vn=
CM =
Flow =
Fr,=
Theta -c =
Ac =
Tc
Yc =
Vc =
F rG =
0.79 isq ft
3.14 Ift
3.14 (radians
6.00 Icfs
1.16
0.20
0.91
1.16
' 0.30 1
5.90
" 1.16 1
19.3%
224
1.48
0.35
1.00
0.45
3.35
1.00
radians
sgft
ft
ft
ft
fps
cfs
of full flow
supercritical
radians
sq ft
ft
ft
fps
CS Culvert 1_UD-Culvert_v3..05, Pipe
10/25/2..018, 4:51 PM
Determination of Culvert Headwater and Outlet Protection
Project: Orca Gathering Facility
Basin ID: Culvert 1 - Design Point 5
Her
t
r
h
BGx
CIRCLE III
Soil Type:
Choose One:
sandy
1Nan-Sandy
Supercritical Flow! Using Da to calculate protection type.
Design Information (Input):
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q=
1.16
D=l 12
Square Fncd Projection
Height (Rise) =
Width (Span) =
No=
EIevIN=
So =
L-
n=
kb=
kx =
E lev Yt =
V
V
OR
cfs
inches
TJ ft
ift
V
1
5179.41
0.024
51
0.012
0
1
5
ft
ftift
ft
ft
ftis
Required Protection (Output) :
Tailwater Surface Height
Flow Area at Max Channel Velocity
Culvert Cross Sectional Area Available
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Losses Coefficients
Culvert Normal Depth
Culvert Critical Depth
Tailwater Depth for Design
Adjusted Diameter OR Adjusted Rise
Expansion Factor
Flow/Diameter25 OR Flow/(Span * Rise¶.5)
Froude Number
Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
HeadwateriDiameter OR Headwater/Rise Ratio
Minimum Theoretical Riprap Size
Nominal Riprap Size
UDFCD Riprap Type
Length of Protection
Width of Protection
Yt=
A=
ke =
kt =
ks =
Yn _
Yc _
d=
Va=
11(2*tan(®)) _
Q/DA2.5 =
Fr =
1PtuD =
040
0.23
0.79
0.50
135
2.85
0.30
045
0.73
0.65
6.70
1.16
2.25
0.62
ft
ft2
ftd
ft
ft
ft
ft
ft
fto,5/s
Supercritical!
l-IWi = 0.65 ft
HW0 _ -040
HW = 5,180.06 ft
HW/D =, 0.65
dso = 1 in
dso = 6 in
Type = VL
Lp = 3 ft
T = 2 ft
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: Orca Gathering Facility
Basin ID: Culvert 1 - Design Point 5
Status:
Gra
t: ur u70** Valhi
So
+y
wrinarff..
lie
tr.t yr
Design Information (Input):
Circular Culvert: Barrel Diameter in Inches
Inlet Edge Type (choose from pull -down list)
OR:
Box Culvert: Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (choose from pull -down list)
;uhrixfaction
1
Ma:ptS:
Number of Barrets
Inlet Elevation at Culvert Invert
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)
Culvert Length in Feet
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Design Information (calculated):
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Orifice Inlet Condition Coefficient
Minimum Energy Condition Coefficient
Calculations of Culvert Capacity (output):
culvert 1 ie6tiafu
rut
Lvr
email
I Unit
D =1 12 inches
Square End Projectiod
Height (Rise) = ft.
Width (Span) = ft.
Square Edge w/ 30-78 deg. Flared Wingwall
No =
Inlet Elev =
Slope =
L=
n=
Kb=
K,.
lie-.
Kt =
KG
Cd=
KE�a�x
I I
II
5179.41
0.024
51
0.012
0
1
0.50
1.35
2.85
0.85
-0.0898
ft. elev.
ft vert. / ft horiz.
ft.
Water Surface
Elevation
(ft., linked)
Tailwater
Surface
Elevation
ft
Culvert
Inlet -Control
Flowrate
cfs
Culvert
Outlet -Control
Flowrate
cfs
Controlling
Culvert
Flowrate
cfs
(output)
Inlet
Equation
Used:
Flow
Control
Used
5180.00
1.00
3.80
1.88
Regression Eqn.
INLET
5180.01
1.10
3.80
1.10
Regression Eqn.
INLET
5180.02
1.10
3.80
110
Regression Eqn.
INLET
5180.03
1.10
3.80
1.10
Regression Eqn.
INLET
5180.04
1.20
3.83
1.20
Regression Eqn.
INLET
5180.05
1.20
3.83
1.20
Regression Eqn.
INLET
5180.06
1.20
3.83
1.20
Regression Eqn.
INLET
5180.07
1.20
3.86
1.20
Regression Eqn.
INLET
5180.08
1.30
3.86
1.30
Regression Eqn.
INLET
5180.09
1.30
3.86
1.30
Regression Eqn.
INLET
5180.10
1.30
3.89
1.30
Regression Eqn.
INLET
5180.11
1.40
3.89
1.40
Regression Eqn.
INLET
5180.1.2
1.40
3.89
1.40
Regression Eqn.
INLET
5180.13
1.40
3.89
1.40
Regression Eqn.
INLET
5180.14
1.50
3.92
1.50
Regression Eqn.
INLET
5180.15
1.50
3.92
1.50
Regression Eqn.
INLET
5180.16
1.50
3.92
1.50
Regression Eqn.
INLET
5180.17
1.60
3.95
1.00
Regression Eqn.
INLET
5180.18
1.60
3.95
1.60
Regression Eqn.
INLET
5180.19
_ 1.60
3.95
1.60
Regression Eqn.
INLET
5180.20
1.70
3.98
1.70
Regression Eqn.
INLET
5180.21
1.70
3.98
1.70
Regression Eqn.
INLET
5180.22
1.70
3.98
1.70
Regression Eqn.
INLET
5180.23
1.70
3.98
1.70
Regression Eqn.
INLET
5180.24
1.80
4.01
1.80
Regression Eqn.
INLET
5180.25
1.80
4.01
1.80
Regression Eqn.
INLET
5180.26
1.80
4.01
1.80
Regression Eqn.
INLET
5180.27
1.90
4.04
1.90
Regression Eqn.
INLET
5180.28
1.90
4.04
1.90
Regression Eqn.
INLET
5180.29
1.90
4.04
1.90
Regression Eqn.
INLET
Processing Time:
C8 Culvert 1_UD-Culvert_v3.05, Culvert Rating
00.86 Seconds
10/25/2018, 4:58 PM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: Orca Gathering Facility
Basin ID: Culvert 1 - Design Point 5
STAGE -DISCHARGE CURVE FOR THE CULVERT
5180.35
5180.3
5180.25
5180.2
5180.15
5180.1
5180.05
5180
D
a
U
A
A
t
u
a
A
A
CA
C4Pj
ii
d
I
A
a
A
a
a
f
i
t
A
a
iOk
A
a
UA
�
t
o
a
A
I
Li
4
u
A
a
a
A
a
O
I
2 3
Discharge (cfs)
4
Stage -Discharge u Inlet Control A Outlet Control
C8 Culvert 1_UD-Culvert v3.05, Culvert Rating
10/25/2018, 4:58 PM
CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation)
Project: Orca Gathering Facility
Pipe ID: Culvert 2 - Design Point 7
_
1e
now
Arm
---
'r
angc
_1-
.7
1)
i
e
Design Information (Input)
Pipe Invert Slope
Pipe Manning's n -value
Pipe Diameter
Design discharge
So =
ri=
D=
CI
0.0270
0.0120
12.00
037
ft/ft
inches
cfs
Full -flow Capacity (Calculated)
Full -flow area
Full -flow wetted perimeter
Half Central Angle
Full -flow capacity
Calculation of Normal Flow Condition
Half Central Angle (0<Theta<3.14)
Flow area
Top width
Wetted perimeter
Flow depth
Flow velocity
Discharge
Percent Full Flow
Normal Depth Froude Number
Calculation of Critical Flow Condition
Half Central Angle (0<Theta-c<3.14)
Critical flow area
Critical top width
Critical flow depth
Critical flow velocity
Critical Depth Froude Number
Af =
Pf -
Theta =
Of =
Theta
An=
Tn
Pn =
Yn =
Vn=
CM =
Flow =
Fr,=
Theta -c =
Ac =
Tc
Yc =
Vc =
F rG
0.79 isq ft
3.14 Ift
3.14 (radians
6.36 Icfs
0.83
7 0.08
0/4
irr 0.83
0.16
4.41
" 0.37 1
5.8%
'I 2.31 j
1.05
0.15
0.87
0.25
2.39
1.00
radians
sgft
ft
ft
ft
fps
cfs
of full flow
supercritical
radians
sq ft
ft
ft
fps
CS Culvert 2_UD-Culvert_v3..05, Pipe
10/25/2018, 5:06 PM
Determination of Culvert Headwater and Outlet Protection
Project: Orca Gathering Facility
Basin ID: Culvert 2 - Design Point 7
Her
t
r
h
BGx
CIRCLE III
Soil Type:
Choose One:
sandy
1Nan-Sandy
Supercritical Flow! Using Da to calculate protection type.
Design Information (Input):
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q=
0.37
D =1 12
Square Fncd Projection
Height (Rise) =
Width (Span) =
No=
EIevIN=
So =
L=
n=
kb=
kx =
E lev Yt =
V=
V
OR
r
I
1
5173.93
0.027
•
47
0.012
0
1
5
cfs
inches
n
ft
ft
fttft
ft
ft
ftis
Required Protection (Output) :
Tailwater Surface Height
Flow Area at Max Channel Velocity
Culvert Cross Sectional Area Available
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Losses Coefficients
Culvert Normal Depth
Culvert Critical Depth
Tailwater Depth for Design
Adjusted Diameter OR Adjusted Rise
Expansion Factor
Flow/Diameter2'5 OR Flow/(Span * Rise¶.5)
Froude Number
Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Minimum Theoretical Riprap Size
Nominal Riprap Size
UDFCD Riprap Type
Length of Protection
Width of Protection
Yt =
A=
ke =
kt =
ks =
Yn
Yc _
d=
Va=
11(2*tan(®)) _
Q/DA2.5 =
Fr =
1PtuD =
_
HWO=
H`n =
1-1W/D =
c150=
c150=
Type =
L
P i
T=
0.40
0.07
0.79
0.50
1.25
2.75
0.16
0.25
0.63
0.58
6.70
0.37
2.31
0.69
0.34
-0.63
5,174.27
034
0
6
AIL
3
2
ft
ft2
ftd
ft
ft
ft
ft
ft
r
ft /s
Supercritical!
ft
ft
in
in
ft
ft
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: Orca Gathering Facility
Basin ID: Culvert 2 - Design Point 7
Status:
Gra
i;uru741ir 4 nib
+y
gThau..
hie
yr
Design Information (Input):
Circular Culvert: Barrel Diameter in Inches
Inlet Edge Type (choose from pull -down list)
OR:
Box Culvert: Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (choose from pull -down list)
rulveri s stein
w
1
3lrpt S:
p
Number of Barrels
Inlet Elevation at Culvert Invert
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)
Culvert Length in Feet
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Design Information (calculated):
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Orifice Inlet Condition Coefficient
Minimum Energy Condition Coefficient
Calculations of Culvert Capacity (output):
cukrri r s c:ui,n
PRAT,
Its
email
D =1 12 inches
Square End Projectiod
Height (Rise) = ft.
Width (Span) = ft.
Square Edge w/ 30-78 deg. Flared Wingwall
No =
Inlet Elev =
Slope =
L=
n=
Kb=
K,.
Ke
Kt
I�G
Cd
KElow
1 1
5173.93
0.027
47
0.012
0
1
0.50
1.25
2.75
0.85
-0.0898
ft. elev.
ft vert. / ft horiz.
ft.
Water Surface
Elevation
(ft., linked)
Tailwater
Surface
Elevation
ft
Culvert
Inlet -Control
Flowrate
cfs
Culvert
Outlet -Control
Flowrate
cfs
Controlling
Culvert
Flowrate
cfs
(output).
Inlet
Equation
Used:
Flow
Control
Used
5174.21
0.30
3.65
0.30
Min. Energy. Eqn.
INLET
5174.22
0.30
3.65
0.30
Min. Energy. Eqn.
INLET
5174.23
0.40
3.65
0.40
Min. (Energy. Eqn.
INLET
5174.24
0.40
3.68
0.40
Min. Energy. Eqn.
I INLET
5174.25
0.40
3.68
0.40
Min. Energy. Eqn.
INLET
5174.26
0.40
3.68
0.40
Min. Energy. Eqn.
INLET
5174.27
0.40
3.71
0.40
Min. Energy. Eqn.
=
INLET
5174.28
0.50
3.71
0.50
Min. Energy. Eqn.
_ INLET
5174.29
0.50
3.71
0.50
Min. Energy. Eqn.
INLET
5174.30
0.50
3.74
0.50
Min. Energy. Eqn.
S
INLET
3 �
5174.31
0.50
3.74
0.50
Min. Energy. Eqn.
INLET
51.74.32
0.60
3.74
0.60
Min . Energy. Eqn.
INLET
5174.33
4.60
3.77
0.60
Min. Energy. Eqn.
INLET
5174.34
0.60
3.77
0.60
Min. Energy. Eqn.
INLET
5174.35
0.60
3.77
0.60
Min. Energy. Eqn.
INLET
5174.36
0.70
3.77
0.70
Min. Energy. Eqn.
INLET
5174.37
0.70
3.81
0.70
Min. Energy. Eqn.
INLET
5174.38
0.70
3.81
0.'7'0
Min. Energy. Eqn. I
INLET
5174.39
0.70
3.81
0.70
Min. Energy. Eqn.
INLET
5174.40
0.80
3.84
0.80
Min. Energy. Eqn.
INLET
5174.41
0.80
3.84
0.80
Min. Energy. Eqn.
INLET
5174.42
0.80
3.84
0.80
Min. Energy. Eqn.
INLET
5174.43
0.80
3.87
0.80
Min. Energy. Eqn.
INLET
5174.44
0.80
3.87
0.80
Regression Eqn.
INLET
5174.45
0.90
3.87
0.90
Regression Eqn.
INLET
5174.46
0.90
3.87
0.90
Regression Eqn.
INLET
5174.47
0.90
3.90
0.90
Regression Eqn.
INLET
5174.48
0.90
3.90
0.90
Regression Eqn.
INLET
5174.49
11.00
3.90
1.00
Regression Eqn.
INLET
5174.50
1.00
3.93
1.00
Regression Eqn.
INLET
Processing Time:
C8 Culvert 2_UD-Culvert_v3.05, Culvert Rating
00.78 Seconds
10/25/2018, 5:13 PM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: Orca Gathering Facility
Basin ID: Culvert 2 - Design Point 7
STAGE —DISCHARGE CURVE FOR THE CULVERT
5174.56
5174.51
5174.46
C,
5174.36
ttt
5174.31
5174.26
5174.21
4
4
Li
a
a
A
f
I
L_JI
I
a
n
a
d
o
b
1
o
I
0
a
I
u
A
a
d
a
A
li
11°
ia
❑
A
A
if
I
A
a
❑
A
A
a
0
2 3
Discharge (cfs)
4
Stage -Discharge u Inlet Control A Outlet Control
C8 Culvert 2_UD-Culvert v3.05, Culvert Rating
10/25/2018, 5:13 PM
CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation)
Project: Orca Gathering Facility
Pipe ID: Culvert 3 - Design Point 8
_
1e
now
Arm
---
'r
angc
_1-
.7
1
r
1)
i
..
Design Information (Input)
Pipe Invert Slope
Pipe Manning's n -value
Pipe Diameter
Design discharge
So =
ri=
D=
CI
0.0440
0.0120
12.00
0.45
ftlft
inches
cfs
Full -flow Capacity (Calculated)
Full -flow area
Full -flow wetted perimeter
Half Central Angle
Full -flow capacity
Calculation of Normal Flow Condition
Half Central Angle (0<Theta<3.14)
Flow area
Top width
Wetted perimeter
Flow depth
Flow velocity
Discharge
Percent Full Flow
Normal Depth Froude Number
Calculation of Critical Flow Condition
Half Central Angle (0<Theta-c<3.14)
Critical flow area
Critical top width
Critical flow depth
Critical flow velocity
Critical Depth Froude Number
Af =
Pf -
Theta =
Of =
Theta
An=
Tn
Pn =
Yn =
Vn=
CM =
Flow =
Fr,=
Theta -c =
Ac =
Tc =
Yc =
Vc =
F rG
0.79 isq ft
3.14 Ift
3.14 (radians
8.12 (cfs
0.82
7 0.08
0.73
0.82
' 0.16 1
5.55
" 045
1
5.5%
2.94
a
1.11
0.18
0.90
0.28
2.53
1.00
radians
sgft
ft
ft
ft
fps
cfs
of full flow
supercritical
radians
sq ft
ft
ft
fps
CS Culvert 3_UD-Culvert_v3..05, Pipe
10125/2018, 5:29 PM
Determination of Culvert Headwater and Outlet Protection
Project: Orca Gathering Facility
Basin ID: Culvert 3 - Design Point 8
Her
t
r
h
BGx
CIRCLE III
Soil Type:
Choose One:
sandy
1Nan-Sandy
Supercritical Flow! Using Da to calculate protection type.
Design Information (Input):
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q=
0.45
D =l 12
Square Fncd Projection
Height (Rise) =
Width (Span) =
No=
EIevIN=
So =
L=
n=
kb=
kx =
E lev Yt =
V=
OR
V
1
5163.72
0.044
47
0.012
0
1
5
cfs
inches
ft
ftlft
ft
ft
ftls
Required Protection (Output) :
Tailwater Surface Height
Flow Area at Max Channel Velocity
Culvert Cross Sectional Area Available
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Losses Coefficients
Culvert Normal Depth
Culvert Critical Depth
Tailwater Depth for Design
Adjusted Diameter OR Adjusted Rise
Expansion Factor
Flow/Diameter25 OR Flow/(Span * Rise¶.5)
Froude Number
Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Minimum Theoretical Riprap Size
Nominal Riprap Size
UDFCD Riprap Type
Length of Protection
Width of Protection
Yt =
A=
ke =
kt =
ks =
Yn
d=
Va=
1/(2*tan(®)) _
Q/DA2.5 =
Fr =
JtuD =
_
HWO=
H`n =
I-IW/D
dso =
d50=
Type =
L
P i
T=
0.40
0.09
0.79
0.50
1.25
2.75
0.16
0.28
0.64
0.58
6.70
0.45
2.94
0.69
0.37
-1A2
5,164.09
0.37
0
6
VL
3
2
ft
ft2
ft1
ft
ft
ft
fto5/s
Supercritical!
ft
In
In
ft
ft
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: Orca Gathering Facility
Basin ID: Culvert 3 - Design Point 8
Status:
Gra
t: ur u70** Valhi
So
+y
gpinarff..
lie
L t
Design Information (Input):
Circular Culvert: Barrel Diameter in Inches
Inlet Edge Type (choose from pull -down list)
OR:
Box Culvert: Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (choose from pull -down list)
;uhrixfaction
1
MgetS:
Number of Barrels
Inlet Elevation at Culvert Invert
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)
Culvert Length in Feet
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Design Information (calculated):
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Orifice Inlet Condition Coefficient
Minimum Energy Condition Coefficient
Calculations of Culvert Capacity (output):
culvert 1 ie6tiafu
rut
Lvr
email
I Unit
D =1 12 inches
Square End Projectiod
Height (Rise) = ft.
Width (Span) = ft.
Square Edge w/ 30-78 deg. Flared Wingwall
No =
Inlet Elev =
Slope =
L=
n=
Kb=
K,.
lie
Kt=
KG
Cd=
KE�a�x
1 1
5163.72
0.044
60
0.012
0
1
0.50
1.59
3.09
0.85
-0.0898
ft. elev.
ft vert. / ft horiz.
ft.
Water Surface
Elevation
(ft., linked)
Tailwater
Surface
Elevation
ft
Culvert
Inlet -Control
Flowrate
cfs
Culvert
Outlet -Control
Flowrate
cfs
Controlling
Culvert
Flowrate
cfs
(output).
Inlet
Equation
Used:
Flow
Control
Used
5164.03
0.40
5.47
0.40
Min. Energy. Eqn.
INLET
5164.04
0.40
547
0.40
Min. Energy. Eqn.
INLET
5164.05
0.40
5.47
0.40
Min. Energy. Eqn.
INLET
5164.06
0.40
5.47
0.40
Min. Energy. Eqn.
I INLET
5164.07
0.50
5.47
0.50
Min. Energy. Eqn.
INLET
5164.08
0.50
5.47
0.50
Min. Energy. Eqn.
INLET
5164.09
0.50
5.51
0.50
Min. Energy. Eqn.
INLET
5164.10
0.50
5.51
0.50
Min. Energy. Eqn.
_ INLET
5164.11
0.60
5.51
0.60
Min. Energy. Eqn.
INLET
5164.12
0.60
5.51
0.60
Min. Energy. Eqn.
Z
INLET
3
5164.13
0.60
5.51
0.60
Min. Energy. Eqn.
INLET
5164.14
0.60
5.51
0060
Min. Energy. Eqn.
INLET
5164.15
0/0
5.51
0.70
Min. Energy. Eqn.
INLET
5164.16
0.70
5.55
0.70
Min. Energy. Eqn.
I N LET
5164.17
0.70
5.55
0.7'0
Min. Energy. Eqn.
INLET
5164.18
0.70
5.55
0.70
Min. Energy. Eqn.
INLET
5164.19
0.80
5.55
0.80
Min. Energy. Eqn.
INLET
5164.20
0.80
5.55
0.80
Min. Energy. Eqn.
INLET
5164.21
0.80
5.55
0.80
Min. Energy. Eqn.
INLET
5164.22
0.80
5.55
0.80
Min. Energy. Eqn.
INLET
5164.23
0.80
5.59
0.80
Regression Eqn.
INLET
5164.24
0.90
5.59
0.90
Regression Eqn.
INLET
5164.25
0.90
5.59
0.90
Regression Eqn.
INLET
5164.26
0.90
5.59
0.90
Regression Eqn.
INLET
5164.27
1.00
5.59
1.00
Regression Eqn.
INLET
5164.28
1.00
5.59
1.00
Regression Eqn.
INLET
5164.29
1.00
5.59
1.00
Regression Eqn.
INLET
5164.30
1.00
5.63
1.00
Regression Eqn.
INLET
5164.31
1.10
5.63
1.10
Regression Eqn.
INLET
5164.32
1.10
5.63
1.10
Regression Eqn.
INLET
Processing Time:
C8 Culvert 3_UD-Culvert_v3.05, Culvert Rating
00.86 Seconds
10/25/2018, 5:35 PM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: Orca Gathering Facility _
Basin ID: Culvert 3 - Design Point 8
STAGE -DISCHARGE CURVE FOR THE CULVERT
5164.38
5164.33
5164.28
5164.23
C)
C,
CD
C) 5164.18
m
5164.13
5164.08
5164.03
:ri
al
I
it
1
A
A
A
A
X
I
i
Et
i
A
a
A
A
A
i
it
i
I
A
A
A
ili
S
A
A
a
o
I
i
o
A
a
A
0
1
2 3
Discharge (cfs)
4
6
Stage -Discharge u Inlet Control A Outlet Control
6
C8 Culvert 3_UD-Culvert v3.05, Culvert Rating
10/25/2018, 5:35 PM
CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation)
Project: Orca Gathering Facility
Pipe ID: Culvert 4 - Design Point 9
_
1e
now
Arm
rte
---
'r
angc
_1-
.7
1
r
1)
i
..
Design Information (Input)
Pipe Invert Slope
Pipe Manning's n -value
Pipe Diameter
Design discharge
So =
ri=
D=
CI
0.0250
0.0120
12.00
2.40
ftlft
inches
cfs
Full -flow Capacity (Calculated)
Full -flow area
Full -flow wetted perimeter
Half Central Angle
Full -flow capacity
Calculation of Normal Flow Condition
Half Central Angle (0<Theta<3.14)
Flow area
Top width
Wetted perimeter
Flow depth
Flow velocity
Discharge
Percent Full Flow
Normal Depth Froude Number
Calculation of Critical Flow Condition
Half Central Angle (0<Theta-c<3.14)
Critical flow area
Critical top width
Critical flow depth
Critical flow velocity
Critical Depth Froude Number
Af =
Pf=
Theta =
Of =
Theta
An=
Tn
Pn =
Yn =
Vn=
CM =
Flow =
Fr,=
Theta -c =
Ac =
Tc =
Yc =
Vc =
F rG =
0.79 isq ft
3.14 Ift
3.14 (radians
6.12 Icfs
1.44
7 0.33
0.99
1.44
0.44
7.32
" 240
1
Ii 39.2%
2.24
a
1.90
0.55
0.95
0.66
4.34
1.00
radians
sgft
ft
ft
ft
fps
cfs
of full flow
supercritical
radians
sq ft
ft
ft
fps
CS Culvert 4_UD-Culvert_v3..05, Pipe
1012512018, 6:02 PM
Determination of Culvert Headwater and Outlet Protection
Project: Orca Gathering Facility
Basin ID: Culvert 4 - Design Point 9
Fi
t
NW
EIDX
CIRCLE
Soil Type:
Choose One:
andy
CJlan-sandy
Supercritical Flow! Using Da to calculate protection type.
Design Information (Input):
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q=
a=
240
12
Square End Projection
Height (Rise) =
Width (Span) =
No=
EIevIN=
So=
L=
n=
kb=
kx —
E lev Yt =
V
V
OR
1
5172.96
0.025
43
0.012
0
1
5
cfs
inches
ft
ft
ft
ftlft
ft
ft
ftls
Required Protection (Output) :
Tailwater Surface Height
Flow Area at Max Channel Velocity
Culvert Cross Sectional Area Available
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Losses Coefficients
Culvert Normal Depth
Culvert Critical Depth
Tailwater Depth for Design
Adjusted Diameter OR Adjusted Rise
Expansion Factor
Flow/Dianneterz5 OR Flow/(Span * Rise¶.5)
Froude Number
Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
HeadwateriDiameter OR Headwater/Rise Ratio
Minimum Theoretical Riprap Size
Nominal Riprap Size
UDFCD Riprap Type
Length of Protection
Width of Protection
Yt =
At=
A-
ke _
kt =
ks =
Yn=
Yc _
d=
us-
11(2*tan(®)) =
Q/D'X2.5 =
Fr =
MPtuD =
_
HWO=
H`n =
1-1W/D =
d50=
d50=
Type =
Lp=
T=
0.40
!ft
0.48 ft2
ftd
0.79
0.50
1.14
2.64
044
0.66
ft
ft.
ft
0.83
0.72
6.58
2.40
2.24
0.56
1.04
0.14
5,174.00
1.04
2
0
VC
3
2
ft
ft
ft°"5/s
Supercritical!
ft
in
in
ft
ft
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: Orca Gathering Facility
Basin ID: Culvert 4 - Design Point 9
Status:
Gra
t: ur u70** Valhi
So
+y
gpinarff..
lie
L t
A
Design Information (Input):
Circular Culvert: Barrel Diameter in Inches
Inlet Edge Type (choose from pull -down list)
MgetS:
Social' 1
OR:
Box Culvert: Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (choose from pull -down list)
;uhrixfaction
1
Number of Barrets
Inlet Elevation at Culvert Invert
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v'.1ft. h.)
Culvert Length in Feet
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Design Information (calculated):
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Orifice Inlet Condition Coefficient
Minimum Energy Condition Coefficient
Calculations of Culvert Capacity (output):
culvert -1 ie6tiafu
PRAT,
email
ISUMS
D =1 12 inches
Square End Projectiod
Height (Rise) = ft.
Width (Span) = ft.
Square Edge wf 30-78 deg. Flared Wingwall
No =
Inlet Elev
Slope =
L=
n=
Kb=
K,.
lie
Kt=
KG
Cd=
K E ia„,
1 1
5172.96
0.025
43
0.012
0
1
0.50
1.14
2.64
0.85
-0.0898
ft. elev.
ft vert. 1 ft horiz.
ft.
Water Surface
Elevation
(ft., linked)
Tailwater
Surface
Elevation
ft
Culvert
Inlet -Control
Flowrate
cfs
Culvert
Outlet -Control
Flowrate
cfs
Controlling
Culvert
Flowrate
cfs
(output)
Inlet
Equation
Used:
Flow
Control
Used
5173.94
2.30
4.03
2.30
Regression Eqn.
INLET
5173.95
Z30
4.03
2.30
Regression Eqn.
INLET
5173.96
2.30
4.03
2.30
Regression Eqn.
INLET
5173.97
2.30
4.06
2.30
Regression Eqn.
INLET
5173.98
2.40
4.09
2.40
Regression Eqn.
INLET
5173.99
2.40
4.09
2.40
Regression iEqn.
INLET
5174.00
2.40
4.12
2.40
Regression Eqn.
INLET
5174.01
2.50
4.12
2.50
Regression Eqn.
H INLET
5174.02
2.50
4.15
2'.50
Regression Eqn.
INLET
5174.03
Z50
4.18
2.50
Regression Eqn.
INLET
5174.04
2.60
4.18
2.60
Regression Eqn.
INLET
51.74.05
2.00
4.21
2.60
Regression Eqn.
INLET
5174.06
2.60
4.21
2.60
Regression Eqn.
INLET
5174.07
Z60
4.24
2.60
Regression Eqn.
INLET
5174.08
2.70
4.24
2.70
Regression Eqn.
INLET
5174.09
2.70
4.27
2.70
Regression Eqn. J
INLET
5174.10
2.70
4.30
2.70
Regression Eqn.
INLET
5174.11
2.80
4.30
2.80
Regression Eqn.
INLET
5174.12
2.80
4.33
2.80
Regression Eqn.
INLET
5174.13
2.80
4.33
2.80
Regression Eqn.
INLET
5174.14
2.80
4.36
2.80
Regression Eqn.
INLET
5174.15
2.90
4.36
2.90
Regression Eqn.
INLET
5174.16
2.90
4.39
2.90
Regression Eqn.
INLET
5174.17
2.90
4.42
2.90
Regression Eqn.
INLET
5174.18
2.90
4.42
2.90
Regression Eqn.
INLET
5174.19
3.00
4.46
3.04
Regression Eqn.
INLET
51.74.20
3.00
4A6
too
Regression Eqn.
INLET
5174.21
3.00
4.49
3.00
Regression Eqn.
INLET
5174.22
3.10
4.49
3.14
Regression Eqn.
INLET
5174.23
3.10
4.52
314
Regression Eqn.
INLET
Processing Time:
C8 Culvert 4_UD-Culvert_v3.05, Culvert Rating
01.09 Seconds
10/25/2018, 6:05 PM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: Orca Gathering Facility
Basin ID: Culvert 4 - Design Point 9
f
STAGE -DISCHARGE CURVE FOR THE CULVERT
5174.29
5174.24
5174.19
C,
C 5174.09
5174.04
5173.99
5173.94
lie
A
A
A
A
U
A
A
r�
A
A
A
❑
D
P
it
U
1
I
A
A
A
A
u
d
o
A
I
.:
A
❑
af
A
I
Li
A
A
A
I
2 3
Discharge (cfs)
4
Stage -Discharge u Inlet Control A Outlet Control
5
41
C8 Culvert 4_UD-Culvert v3.(, Culvert Rating
10/25/2018, 6:05 PM
CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation)
Project: Orca Gathering Facility
Pipe ID: Culvert 5 - Design Point 10
_
1e
now
Arm
rte
---
'r
angc
_1-
.7
1
r
1)
i
..
Design Information (Input)
Pipe Invert Slope
Pipe Manning's n -value
Pipe Diameter
Design discharge
So =
ri=
D=
CI
0.0190
0.0120
12.00
4.47
ftlft
inches
cfs
Full -flow Capacity (Calculated)
Full -flow area
Full -flow wetted perimeter
Half Central Angle
Full -flow capacity
Calculation of Normal Flow Condition
Half Central Angle (0<Theta<3.14)
Flow area
Top width
Wetted perimeter
Flow depth
Flow velocity
Discharge
Percent Full Flow
Normal Depth Froude Number
Calculation of Critical Flow Condition
Half Central Angle (0<Theta-c<3.14)
Critical flow area
Critical top width
Critical flow depth
Critical flow velocity
Critical Depth Froude Number
Af =
Pf -
Theta =
Cif=
Theta
An=
Tn
Pn =
Yn =
Vn -
CM =
Flow =
Fr,=
Theta -c =
Ac =
Tc
Yc =
Vc =
F rG
0.79 isq ft
3.14 Ift
3.14 (radians
5.33 Icfs
1.98
7 0.59
0.92
1.98
0.70
7.61
" 4.47 1
83.9%
1 1.67 j
2.45
0.73
0.64
038
6.08
1.00
radians
sgft
ft
ft
ft
fps
cfs
of full flow
supercritical
radians
sq ft
ft
ft
fps
01.E Culvert 5_UD-Culvert v3.05, Pipe
10125/2018, 6:17 PM
Determination of Culvert Headwater and Outlet Protection
Project: Orca Gathering Facility
Basin ID: Culvert 5 - Design Point 10
NW
t
r
h
BGx
CIRCLE III
Soil Type:
Choose One:
andy
CJlan-sandy
Supercritical Flow! Using Da to calculate protection type.
Design Information (Input):
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Q=
a=
447
12
Square End Projection
Height (Rise) =
Width (Span) =
No=
EIevIN=
So=
L=
n=
kb=
kx _
Elev Yt =
V
V
OR
cfs
inches
Ifftt
1
5172.36
0.019
37
0.012
0
1
5
ft
ft/ft
ft
ft
ft/s
Required Protection (Output) :
Tailwater Surface Height
Flow Area at Max Channel Velocity
Culvert Cross Sectional Area Available
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Losses Coefficients
Culvert Normal Depth
Culvert Critical Depth
Tailwater Depth for Design
Adjusted Diameter OR Adjusted Rise
Expansion Factor
Flow/Diameterz5 OR Flow/(Span * Rise¶.5)
Froude Number
Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Minimum Theoretical Riprap Size
Nominal Riprap Size
UDFCD Riprap Type
Length of Protection
Width of Protection
Yt =
At=
A-
ke _
kt =
ks =
Yn =
Yp _
d=
us-
1/(2*tan(®)) =
Q/D'X2.5 =
Fr =
MPtuD =
1-1W, _
HWO=
H`n =
HWID =
d50=
d5U =
Type =
L
P =
T=
0.40 ft
0.89 ft2
0.79
0.50
0.98
2.48
0.70
0.88
0.94
0.85
3.84
4A7
1.67
0.47
1.96
ftd
ft
ft.
ft
ft
ft
ft(35/s
Supercritical!
ft
1.49
5,174.32 ft
1.96 HMO > 1.5!
4
6
VI
5
3
in
in
ft.
ft
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: Orca Gathering Facility
Basin ID: Culvert 5 - Design Point 10
Status:
Gra
t: ur u70** Valhi
So
+y
spinarff..
lie
Design Information (Input):
Circular Culvert: Barrel Diameter in Inches
Inlet Edge Type (choose from pull -down list)
OR:
Box Culvert: Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (choose from pull -down list)
;uhrixfaction
1
Ma:ptS:
Number of Barrets
Inlet Elevation at Culvert Invert
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)
Culvert Length in Feet
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Design Information (calculated):
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Orifice Inlet Condition Coefficient
Minimum Energy Condition Coefficient
Calculations of Culvert Capacity (output):
culvert 1 ie6tiafu
rut
Lvr
email
I Unit
D =1 12 inches
Square End Projectiod
Height (Rise) = ft.
Width (Span) = ft.
Square Edge w/ 30-78 deg. Flared Wingwall
No =
Inlet Elev =
Slope =
L=
n=
Kb=
K,.
1 1
5172.36
0.019
37
0.012
0
1
0.981
o.so 0.50
2.48
2.48
0.85
0.85
ft. elev.
ft vert. / ft horiz.
ft.
Water Surface
Elevation
(ft., linked)
Tailwater
Surface
Elevation
ft
Culvert
Inlet -Control
Flowrate
cfs
Culvert
Outlet -Control
Flowrate
cfs
Controlling
Culvert
Flowrate
cfs
(output)
Inlet
Equation
Used:
Flow
Control
Used
5174.26
4.40
5.08
4.40
Regression Eqn.
INLET
5174.27
4.40
5.11
4.40
Regression Eqn.
INLET
5174.28
4.40
5.11
440
Regression Eqn.
INLET
5174.29
4.50
5.13
4.50
Regression Eqn.
INLET
5174.30
4.50
5.13
4.50
Regression Eqn.
INLET
5174.31
4.50
5.16
4.50
Regression iEqn.
INLET
5174.32
4.50
5.16
4.50
Regression Eqn.
INLET
5174.33
4.50
5.19
4.50
Regression Eqn.
H INLET
5174.34
4.50
5.21
4.50
Regression Eqn.
INLET
5174.35
4.60
5.21
4.60
Regression Eqn.
INLET
5174.36
4.60
5.24
4.60
Regression Eqn.
INLET
51.74.37
4.60
5.24
4.60 I
Regression Eqn.
INLET
5174.38
4.60
5.27
4.60
Regression Eqn.
INLET
5174.39
4.60
5.29
4.60
Regression Eqn.
INLET
5174.40
4.70
5.29
4.70
Regression Eqn.
INLET
5174.41
4.70
5.32
4.70
Regression Eqn.
INLET
5174.42
4.70
5.32
4.70
Regression Eqn.
INLET
5174.43
4.70
5.35
470
Regression Eqn.
INLET
5174.44
4.70
5.35
4.70
Regression Eqn.
INLET
5174.45
4.70
5.37
4.70
Regression Eqn. _
INLET
5174.46
4.70
5.37
4.70
Regression Eqn.
INLET
5174.47
4.80
5.40
4.80
Regression Eqn.
INLET
5174.48
4.80
5.43
4.80
Regression Eqn.
INLET
5174.49
4.80
5.43
4.80
Regression Eqn.
INLET
5174.50
4.80
5.45
4.80
Regression Eqn.
INLET
5174.51
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5174.55
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00.87 Seconds
10/25/2018, 6:20 PM
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D 100-YR COMPOSITE RUNOFF COEFFICIENTS
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DRAINAGE BASIN SUMMARY TABLE - PROPOSED CONDITION
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CONTRIBUTING AREA ID
AREA (ACRES)
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10-19-2018
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a
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ORCA 8N67W26 PAD
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BOX TOP ELEVATION
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NTS t"
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OPENING AND ORIFICE PLATE DETAIL TABLE
POND ID
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OPENING HEIGHT
{HOI p.
OPENING'MDTH
MO) ft
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ELEVATION
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STEEL ORIFICE PLATE
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Ascent Geomatics Solutions
7535 Hilltop Circle
Denver, CO 8Q221
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ENERPLUS RESOURCES {USA)
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FACILITY PAD SPILLWAY DETAIL TABLE
CREST
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ELEVATION
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TRAFFIC IMPACT STUDY
For
Enerplus Corporation
Orca 8N67W26 Well Site
Weld County, Colorado
December 2018
Prepared for:
Ascent Geomatic Solutions
7535 Hilltop Circle
Denver, CO 80221
Prepared by:
SM LLC
TRAHC AND i RANSPCRTATION CONSULTANT'
*3111‘1:44
a F. fF� ` r �d
r,•.+ 'r�^ "itri
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-r ate_0. e e iliczellegiecce611;61\CI K C <1.7CM%0014a1;14.1:1
n�
fn,
44.
gyp3
� "a 23410 ri
g � so% 12/05/2018
8703 Yates Drive, Suite 210
Westminster; Colorado 80031
(303) 458-9798
Project Manager:
Stephen Simon, EIT
Engineer in Responsible Charge:
Fred Lantz, PE
18-11920
Enerplus Resources — Orca 8N67W26 Well Site — Traffic Impact Study December 2018
Table of Contents Page
I. Introduction
Project Overview 1
Study Area Boundaries 1
Site Description 1
Existing and Committed Surface Transportation Network 4
II. Existing Traffic Conditions 5
Existing Traffic Analysis Results 5
III. Future Traffic Conditions Without Proposed Development 7
IV. Proposed Project Traffic............................................................................................................. S
Trip Generation S
Adjustments to Trip Generation Rates 0
Trip Distribution 0
Trip Assignment 10
V. Future Traffic Conditions with Proposed Development 12
VI. Project Impacts 14
Peak Hour Intersection Levels of Service 14
Total Traffic Analysis Results Upon SWD Construction Phase Build -Out 14
VII. Conclusion 15
SM ROCHA, LL C — Traffic and Transportation Consultants Page i
Enerplus Resources — Orca 8N67W26 Well Site — Traffic Impact Study December 2018
List of Figures Page
Figure 1 Location 2
Figure 2 — Site Plan 3
Figure 3 — Existing Traffic Volumes 6
Figure 4 — Distribution and Site -Generated Assignment (SWD Construction Phase) 11
Figure 5 — Total Traffic Volumes 13
List of Tables Page
Table I — Roadway Capacity Analysis Summary — Existing Traffic 5
Table 2 — Trip Generation Estimate g
Table 3 — Roadway Capacity Analysis Summary — Total Traffic 14
Appendices
APPENDIX A
APPENDIX B
TRAFFIC COUNT DATA
LEVEL OF SERVICE DEFINITIONS
SM ROCHA, LL C — Traffic and Transportation Consultants Page ii
Enerplus Resources — Orca 8N67W26 Well Site — Traffic Impact Study December 2018
I. Introduction
Project Overview
This traffic impact study addresses the capacity, geometric, and control requirements associated with
the development entitled Enerplus Resources — Orca 8N67W26 Well Site.
This proposed development consists of an Enerplus Resources salt water injection well site. The
development is located near the southeast corner of the Weld County Road 90 and Weld County Road
19 intersection in Weld County, Colorado.
Study Area Boundaries
The study area to be examined in this analysis encompasses Weld County Road 90 east of Weld
County Road 19.
Figure 1 illustrates location of the site and study roadway.
Site Description
The proposed development is understood to entail the new construction of an Enerplus Resources
salt water injection well site.
Land for the development is currently vacant and surrounded by a mix of agricultural and open space
land uses.
Proposed access to the development is provided at the following location: One full -movement access
road on Weld County Road 90 (referred to as Site Access). Site Access is existing and is an extension
from Weld County Road 90 south approximately one mile.
For purposes of this study, it is anticipated that development operations would be phased and be
completed within a few months of development construction.
A conceptual site plan, as prepared by Ascent Geomatics Solutions, is shown on Figure 2. This plan
is provided for illustrative purposes.
SM ROCHA, LLC— Traffic and Transportation Consultants Page 1
ENERPLUS RESOURCES• ORCA 8N67W26 WELL SITE
Traffic Impact Study
Not to Scale
I
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ENERPLUS RESOURCES • ORCA 8N67W26 WELL SITE
Traffic Impact Study
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SM ROCHA, LLC
Traffic and Transportation Consultants
December 2018
Page 3
Enerplus Resources — Orca 8N67W26 Well Site — Traffic Impact Study December 2018
Existing and Committed Surface Transportation Network
Within the study area, Weld County Road 90 is the primary roadway that will accommodate traffic to
and from the proposed development. A brief description of the roadway is provided below:
Weld County Road 90 is an east -west, unpaved, rural local roadway having two through lanes
(one lane in each direction). Weld County Road 90 does not provide a posted speed limit;
however, based on County's Design Standardsl, Weld County Road 90 is assumed to have
a speed limit of 55 MPH.
No regional or specific improvements for Weld County Road 90 are known to be planned or committed
at this time.
I Weld County Engineering & Construction Criteria, Weld County' April 2012.
SM ROCHA, LLC— Traffic and Transportation Consultants Page 4
Enerplus Resources — Orca 8N67W26 Well Site — Traffic Impact Study December 2018
II. Existing Traffic Conditions
Average daily (24 -hour) traffic volumes were collected on Weld County Road 90 and include the
directional morning (AM) and afternoon (PM) peak hour volumes. Counts also consider vehicle type
based on size and number of axles. These counts are shown on Figure 3. Due to the nature and
location of the development, no intersections were considered in this analysis.
Traffic count data is included for reference in Appendix A.
The Roadway Level of Service Analysis technique, as published in the Highway Capacity Manual
(HCM) by the Transportation Research Board, was used to analyze the study roadway for existing
traffic conditions. This nationally accepted technique allows for the determination of roadway level of
service (LOS) based on the congestion and delay of each traffic movement.
Level of service is a method of measurement used by transportation professionals to quantify a driver's
perception of travel conditions that include travel time, number of stops, and total amount of stopped
delay experienced on a roadway network. The H C M categorizes level of service into a range from "A"
which indicates little, if any, vehicle delay, to "F" which indicates a level of operation considered
unacceptable to most drivers. These levels of service grades with brief descriptions of the operating
condition, for unsignalized and signalized intersections, are included for reference in Appendix B and
have been used throughout this study.
Table I summarizes roadway (arterial) level of service analysis results for existing conditions.
Table I — Roadway Capacity Analysis Summary — Existing Traffic
ROADWAY
LANE DIRECTION
LEVEL OF SERVICE
& TRAFFIC
FLOW RATE
AM PEAK HOUR
MSF (PCPHPL)
PM PEAK HOUR
MSF (PCPHPL)
Weld County
Eastbound
Westbound
Road 90
A
A
5.93
8.89
A
A
8.89
5.93
Key: MSF - Maximum Service Flow Rate (PCPHPL - Passenger Cars Per Hour Per Lane)
Existing Traffic Analysis Results
Under existing conditions, operational analysis shows that Weld County Road 90 operates at LOS A
during both the morning and afternoon peak traffic hours.
SM ROCHA, LLC— Traffic and Transportation Consultants Page 5
Not to Scale
(139)
Weld County Road 90
4-10/8 (70)
5 / 10 (69)-►
I
I I
I I
I I
LEGEND
Development Site
t5eENERPLUS RESOURCES - ORCA 8N67W26 WELL SITE
Traffic Impact Stud y SM ROCHA, A, LLC
Traffic and Transportation Consultants
Figure 3
EXISTING TRAFFIC
Volumes & Intersection Geometry
AM 1 PM Peak Hour (Directional ADT)
(ADT) : Average Daily Traffic
December 2018
Page 6
Enerplus Resources — Orca 8N67W26 Well Site — Traffic Impact Study December 2018
III. Future Traffic Conditions Without Proposed Development
Background traffic is the traffic projected to be on area roadways without consideration of the proposed
development. Background traffic includes traffic generated by development of vacant parcels in the
area.
Due to the nature of proposed development and its location within the County, no significant changes
to existing traffic volumes are anticipated given the relatively short time of site operations mentioned
in Section I. Additionally, no adjacent developments are known to be planned or committed within the
immediate area which may impact traffic volumes. Therefore, no background traffic analysis was
performed and changes to existing traffic volumes are expected to be caused by development site
generated traffic only.
SM ROCHA, LLC— Traffic and Transportation Consultants Page 7
Enerplus Resources — Orca 8N67W26 Well Site — Traffic Impact Study December 2018
IV. Proposed Project Traffic
Trip Generation
Traffic generation characteristics for the proposed development were estimated based on information
provided by Enerplus Corporation as the Institute of Transportation Engineers (ITE) in their report
entitled Trip Generation, I Oth Edition, do not provide accurate traffic generation information for a well
site land use. As such, proposed facility operations were evaluated to estimate average daily trip
generation. A vehicle trip is defined as a one-way vehicle movement from point of origin to point of
destination.
Trip generation estimates are given for two different phases of development. The summarized phases
are as follows:
1. Facility Construction Phase — earthwork of site and general facility installations
2. SWD Construction Phase — salt water disposal well construction
It should be noted that peak hour volumes were derived from standard relationships of ADT volumes
versus peak hour volumes.
Truck traffic generated throughout site development can vary based on numerous factors. Such factors
include length of any access road being constructed, extent of site grading, and resource
transportation methods including water delivery and oil or gas production. The trip generation
estimates used in this study were selected to provide for a conservative analysis.
It should also be noted that only site construction phases are considered as these phases are
anticipated to be the highest periods of trip generation. Trip generation caused be development
operations upon construction completion are considered to be minor with minimal impact to the
surrounding roadway network.
Trip generation estimates used in this study are presented in Table 2.
SM ROCHA, LLC— Traffic and Transportation Consultants Page 8
Enerplus Resources — Orca 8N67W26 Well Site — Traffic Impact Study
December 2018
Table 2 — Trip Generation Estimate
PHASE
OF
DEVELOPMENT
SIZE
TOTAL
TRIPS GENERATED
HOUR
24
AM
PEAK
HOUR
PM
PEAK
HOUR
ENTER
EXIT
TOTAL
ENTER
EXIT
TOTAL
Facility
Construction
Phase
6 VEH
2 VEH
37 VEH
12
74
4
1
1
3
0
0
3
1
0
6
0
0
2
1
1
2
1
0
4
-
-
-
Passenger
Single
Multiple
Unit
Unit
Vehicle
Truck
Truck
Construction Phase 'I Total:
90
5 3
7
2
4 4
SUD
Construction
Phase
12
14
50
VEH
VEH
VEH
100
24
28
1
1
4
1
1
4
2
2
8
1
1
5
1
2
5
2
3
10
-
-
-
Passenger
Single
Multiple
Unit
Unit
Vehicle
Truck
Truck
Construction Phase 2 Total:
152
6 6
12
7
8 15
Note: All data and calculations above are subject to being rounded to nearest value.
VEH = Vehicles.
Passenger Vehicle = 4,500 to 8.500 lbs.
Single Unit Truck = 10,000 to 20,000 lbs.
Multiple Unit Truck = ≥ 50,000 lbs.
As Table 2 shows, the proposed development has the potential to generate the following daily trips
during each development phase:
1. Facility Construction Phase: 90 trips per day
2. SWD Construction Phase: 1 b2 trips per day
Adjustments to Trip Generation Rates
A development of this type is not likely to attract trips from within area land uses nor pass -by or diverted
link trips from the adjacent roadway system, therefore no trip reduction was taken in this analysis.
Trip Distribution
The overall directional distribution of site -generated traffic was determined based on the location of
the development site within the County, proposed and existing area land uses, and available roadway
network.
Overall trip distribution patterns for the development are shown on Figure 4.
SM ROCHA, LLC— Traffic and Transportation Consultants Page 9
Enerplus Resources — Orca 8N67W26 Well Site — Traffic Impact Study December 2018
Trip Assignment
Traffic assignment is how generated and distributed vehicle trips are expected to be loaded onto the
available roadway network.
Applying trip distribution patterns to the highest phase of site -traffic generation (SWD Construction
Phase) provides the site -generated trip assignments shown on Figure 4 for analysis considerations.
It should be noted that site -generated traffic volumes shown in Figure 4 represent total traffic volumes
generated by the proposed development without including vehicle equivalence. Vehicle equivalence
is based on the Colorado Department of Transportation (CDOT) vehicle equivalency definitions and is
used for determining roadway service flow rates.
SM ROCHA, LLC— Traffic and Transportation Consultants Page 10
Not to Scale
Weld County Road 90 4-6 /8 (76)
6000M
LEGEND
Development Site
t)e
ENERPLl1S RESOURCES - ORCA 8N67W26 WELL SITE
Traffic Impact Study
6 ! 7 (76)-0.
gri
SM ROCHA, LLC
r
LLC
Traffic and Transportation Consultants
a>
tct
a>
Figure 4
SITE DEVELOPMENT DISTRIBUTION
(%) : Overall
SITE -GENERATED
AM ! PM Peak Hour (Directional ADT)
December 2018
Page 11
Enerplus Resources — Orca 8N67W26 Well Site — Traffic Impact Study December 2018
V. Future Traffic Conditions with Proposed Development
Site -generated traffic was added to existing traffic volumes to determine total traffic conditions. For
analysis purposes, total traffic conditions include trips generated by the SWD Construction Phase, the
most conservative average daily trip generator between phases one and two as described in Section
IV.
Total traffic conditions were analyzed to determine the greatest potential impact caused by the
proposed well site during the establishing phases of development. Impacts due to recurring traffic
during the operational life -time of the well site are anticipated to be less than those caused during
development construction and are considered to be minor.
Pursuant to area roadway improvement discussions provided in Section I, total traffic conditions
assume no roadway improvements to accommodate regional transportation demands. Roadway
improvements associated with site development are expected to be limited to site access and frontage
as required by the governing agency.
Projected total traffic volumes are shown in Figure 5.
SM ROCHA, LLC— Traffic and Transportation Consultants Page 12
Not to Scale
(291)
Weld County Road 90
X16/15(146)
11 l 17 (145)
a>
tct
a>
LEGEND
Development Site
t5e
ENERPLUS RESOURCES - ORCA 8N67W26 WELL SITE
Traffic Impact Stud y SM R0CHA, A, LLC
Traffic and Transportation Consultants
Figure 5
TOTAL TRAFFIC
Volumes & Intersection Geometry
AM 1 PM Peak Hour (Directional ADT)
(ADT) : Average Daily Traffic
December 2018
Page 13
Enerplus Resources — Orca 8N67W26 Well Site — Traffic Impact Study December 2018
VI. Project Impacts
The analyses and procedures described in this study were performed in accordance with the Highway
Capacity Manual (HCM) and are based upon the worst -case conditions that occur during a typical
weekday. Therefore, study roadways are likely to operate with traffic conditions better than those
described within this study, which represent the peak hours of weekday operations only.
Peak Hour Intersection Levels of Service
Total traffic level of service analysis results are summarized in Table 3. As previously mentioned, total
traffic conditions consider build -out of the SWD Construction Phase, the most conservative trip
generator between phases one and two as described in Section IV.
Definitions of levels of service are given in Appendix B.
Table 3— Roadway Capacity Analysis Summary — Total Traffic
ROADWAY
LANE
DIRECTION
LEVEL
OF
SERVICE
& TRAFFIC
FLOW
RATE
AM
PEAK
HOUR
MSF
(PCPHPL)
PM
PEAK
HOUR
MSF
(PCPHPL)
Weld
Eastbound
Westbound
County
Road
90
A
A
11.85
8.89
A
A
14.81
11.85
Key: MSF = Maximum Service Flow Rate (PCPHPL = Passenger Cars Per Hour Per Lane)
Total Traffic Analysis Results Upon SWD Construction Phase Build -Out
Table 3 shows how, upon build -out of the SWD Construction Phase, Weld County Road 90 shows
roadway operations of LOS A in either direction during both morning and afternoon peak traffic hours.
A maximum service flow of approximately 27 total passenger car equivalent vehicles is anticipated
occurring within the PM peak traffic period.
SM ROCHA, LLC— Traffic and Transportation Consultants Page 14
Enerplus Resources — Orca 8N67W26 Well Site — Traffic Impact Study December 2018
VII. Conclusion
This traffic impact study addressed the capacity, geometric, and control requirements associated with
the development entitled Enerplus Resources — Orca 8N67W26 Well Site. This proposed development
consists of an Enerplus Resources salt water injection well site. The development is located near the
southeast corner of the Weld County Road 90 and Weld County Road 19 intersection in Weld County,
Colorado.
The study area to be examined in this analysis encompasses Weld County Road 90 east of Weld
County Road 19.
Analysis was conducted for critical AM Peak Hour and PM Peak Hour traffic operations for existing
traffic conditions, and total traffic conditions. Due to the nature of the proposed business and its
location within the City, background traffic analysis was not accounted for.
Analysis of existing conditions indicates that Weld County Road 90 operates at LOS A during both the
morning and afternoon peak traffic hours.
Analysis of future traffic conditions indicates that the addition of site -generated traffic is expected to
create no negative impact to traffic operations for the existing and surrounding roadway system. With
all conservative assumptions defined within this analysis, the study roadway is projected to operate at
future levels of service comparable to existing traffic conditions. Weld County Road 90 has long-term
roadway operations of LOS A during peak traffic periods and upon build -out.
SM ROCHA, LLC— Traffic and Transportation Consultants Page 15
APPENDIX A
Traffic Count Data
All Traffic Data Sevices
www.alftrafficdata.net
EB
Page 1
Site Code: 1
Station ID: 1
WCR 90 E.O WCR 19
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl
Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total
11128/18 0 0 0 0 0 0 0 0 1 0 0 0 0 1
01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:00 0 3 0 0 1 0 0 0 1 0 0 0 0 5
08:00 0 2 0 0 0 0 0 0 0 0 0 0 0 2
09:00 0 4 0 0 0 0 0 0 0 0 0 0 0 4
10:00 0 2 0 0 1 1 0 0 0 0 0 0 0 4
11:00 0 1 1 0 0 0 0 0 1 0 0 0 0 3
12 PM 0 4 0 0 0 0 0 0 0 0 0 0 0 4
13:00 0 2 0 0 0 0 0 0 0 0 0 0 0 2
14:00 0 4 1 0 0 0 0 0 0 0 0 0 0 5
15:00 0 6 0 0 0 1 0 0 0 0 0 0 0 7
16:00 0 4 0 0 0 0 0 0 0 0 0 0 0 4
17:00 0 5 0 0 0 0 0 0 0 0 0 0 0 5
18:00 0 9 1 0 0 0 0 0 0 0 0 0 0 10
19:00 0 5 0 0 0 0 0 0 0 0 0 0 0 5
20:00 0 5 0 0 0 0 0 0 0 0 0 0 0 5
21:00 0 2 0 0 0 0 0 0 0 0 0 0 0 2
22:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
23:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Day
Total
Percent 0.0% 85_5% 4.3% 0.0% 2.9% 2.9% 0.0% 0.0% 4.3% 0.0% 0.0% 0.0% 0.0%
AM Peak 00:00 11:00 07:00 10:00 00:00 07:00
Vol. 4 1 1 1 1 5
0 59 3 0 2 2 0 0 3 0 0 0 0 69
PM Peak
o l .
Grand
Total
Percent 0.0% 85.5% 4.3% 0.0% 2.9% 2.9% 0.0% 0.0% 4.3% 0.0% 0.0% 0.0% 0.0%
18:00 14:00
9 1
15:00
1
18:00
10
0 59 3 0 2 2 0 0 3 0 0 0 0 69
All Traffic Data Sevices
www.alftrafficdata.net
WB
Page 2
Site Code: 1
Station ID: 1
WCR 90 E.O WCR 19
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 0 Axle >6 Axl
Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total
11/28/18 0 1 0 0 0 0 0 0 0 0 0 0 0 1
01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
06:00 0 4 0 0 0 0 0 0 0 0 0 0 0 4
07:00 0 7 0 0 0 0 0 0 0 0 0 0 0 7
08:00 0 8 0 0 0 0 0 0 0 0 0 0 0 8
09:00 0 9 1 0 0 0 0 0 0 0 0 0 0 10
10:00 0 3 0 0 0 1 0 0 1 0 0 0 0 5
11:00 0 2 0 0 0 0 0 0 1 0 0 0 0 3
12 PM 0 7 0 0 0 0 0 0 0 0 0 0 0 7
13:00 0 2 0 0 0 0 0 0 0 0 0 0 0 2
14:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
15:00 0 2 0 1 0 0 0 0 0 0 0 0 0 3
16:00 0 5 2 0 0 1 0 0 0 0 0 0 0 8
17:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
18:00 0 4 0 0 0 0 0 0 0 0 0 0 0 4
19:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
20:00 0 3 0 0 0 0 0 0 0 0 0 0 0 3
21:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
22:00 0 1 0 0 0 1 0 0 0 0 0 0 0 2
23:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Day
Total
Percent 0.0% 87.1% 4.3% 1.4% 0.0% 4.3% 0.0% 0.0% 2.9% 0.0% 0.0% 0.0% 0.0%
AM Peak 09:00 09:00 10:00 10:00
Vol. 9 1 1 1
0 61 3 1 0 3 0 0 2 0 0 0 0 70
09:00
10
PM Peak
Vol.
Grand
Total
Percent 0.0% 8T1% 4.3% 1.4% 0.0% 4.3% 0.0% 0.0% 2.9% 0.0% 0.0% 0.0% 0.0%
12:00 16:00 15:00
2 1
16:00
1
16:00
8
0 61 3 1 0 3 0 0 2 0 0 0 0 70
APPENDIX B
Level of Service Definitions
The following information can be found in the Highway Capacity Manual, Transportation Research Board, 2010:
Chapter 18 — Signalized Intersections and Chapter 10 — Two -Way Stop Controlled Intersections.
Automobile Level of Service (LOS) for Signalized Intersections
Levels of service are defined to represent reasonable ranges in control delay.
LOS A
Describes operations with a control delay of lOs/veh or less and a volume -to -capacity ratio no greater than 1.0.
This level is typically assigned when the volume -to -capacity ratio is low and either progression is exceptionally
favorable or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green
indication and travel through the intersection without stopping.
LOSB
Describes operations with control delay between 10 and 20 s/veh and a volume -to -capacity ratio no greater than
1.0. This level is typically assigned when the volume -to -capacity ratio is low and either progression is highly favorable
or the cycle length is short. More vehicles stop than with LOS A.
LOSC
Describes operations with control delay between 20 and 35 slveh and a volume -to -capacity ratio no greater than
1.0. This level is typically assigned when progression is favorable or the cycle length is moderate. Individual cycle
failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle)
may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass
through the intersection without stopping.
LOS D
Describes operations with control delay between 35 and 55 slveh and a volume -to -capacity ratio no greater than
1.0. This level is typically assigned when the volume -to -capacity ratio is high and either progression is ineffective or
the cycle length is long. Many vehicles stop and individual cycle failures are noticeable.
LOS E
Describes operations with control delay between 55 and 80 s&veh and a volume -to -capacity ratio no greater than
1.0. This level is typically assigned when the volume -to -capacity ratio is high, progression is unfavorable, and the cycle
length is long. Individual cycle failures are frequent.
LOS F
Describes operations with control delay exceeding 80 slveh or a volume -to -capacity ratio greater than 1.0. This
level is typically assigned when the volume -to -capacity ratio is very high, progression is very poor, and the cycle length
is long. Most cycles fail to clear the queue.
Level of Service (LOS) for Unsignalized TWSC Intersections
Level of Service
Average Control
Delay (s/veh)
A
0-10
B
>10-15
C
> 15-25
D
>25-35
E
> 35-50
F
> 50
FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION
BUSINESS EMERGENCY INFORMATION:
Business
N ame: Enerplus Resources (USA) Corporation - Orca Gathering
Phone: 720-279-5500
Address: SW Section 26, Township 8 North, Range 67 West, 6th P.M. City, ST, Zip: Weld County, CO, 80650
Business
Owner: Enerplus Resources (USA) Corporation
Phone: 720-279-5500
Home Address: 950 17th Street Suite 2200 City, ST, Zip: Denver, CO, 80202
List three persons in the order to be called in the event of an emergency:
NAME TITLE
ADDRESS PHONE
Earl McKay CO Ops Superintendent 1866 Bear Den Road County Road 53, Watford City, ND 701-675-8301
Ron Parham Completions Operations 950 17th Street Suite 2200, Denver, CO 80202 720-279-5523
Seth Gibbs Construction Foreman 950 17th Street Suite 2200 Denver, CO 80202 406-630-2380
Business
Hours: 8 AM - 5PM
Type of Alarm: if None U Burglar
N ame and address of Alarm Company: N/A
Location of Safe: N/A
Days: M -F
Holdup IJ Fire U Silent LJ Audible
*********************************************************************************************************************************
MISCELLANEOUS INFORMATION:
N umber of entry/exit doors in this building: see plot plan Location(s):
see plot plan and supporting site exhibits
Is alcohol stored in building? No Locations): N/A
Are drugs stored in building? No Location(s): NIA
Are weapons stored in building? No Location(s): NIA
The following programs are offered as a public service of the Weld County Sheriffs Office. Please indicate the
programs of interest. Physical Security Check
UTILITY SHUT OFF LOCATIONS:
Main Electrical: See plot plan and supporting site documents
Crime Prevention Presentation
Gas Shut Off: See plot plan and supporting site documents
Exterior Water Shutoff: See plot plan and supporting site documents
Interior Water Shutoff: See plot plan and supporting site documents
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Jacob Everhart
From:
Sent:
To:
Subject:
Good Evening Jacob,
Adam Ferrell <adam.ferrell@aultpiercefire.org>
Monday, October 22, 2018 7:35 PM
Jacob Everhart
Re: Enerplus Resources - Confirmation of Ault Fire Protection For Proposed Project
This location that you provided does fall in the Ault -Pierce Fire District and as such we will be the responsible fire
service.
We haven't seen any new plans come across besides the 2 projects in the same area. Can you confirm if this is a new pad
or one of the already approved pads in the area?
Regards,
Captain Adam Ferrell
Ault -Pierce Fire Department
P: 970-834-2848
F:979-834-2088
www.aultpiercefire.org
On Oct 22, 2018, at 11:29, Jacob Everhart <jeverhart@enerplus.com>wrote:
Adam,
Good morning. This morning I spoke with Casey Barber regarding a proposed project for Enerplus
Resources and he directed me to you. As required by Weld County, an email confirmation of fire
protection from the nearest town/municipality is necessary to show that the project location will have
appropriate fire protection details.
The proposed site location is:
Latitude: 40.6289
Longitude: - 104.8647
SWSE Section 26 Township SN Range 67W
Please confirm that the Ault fire department will be responsible for fire protection at the proposed site
location above. Let me know if you have any
y questions/comments/concerns. Thanks.
Jacob Everhart
Regulatory Compliance Coordinator
US Operations
950 -17th Street
Suite 2200
Denver, CO 80202-2805
T. 720-279-6743
www.enerplus.com
1
Confidentiality Notice: This electronic transmission and any attachments are confidential and intended
solely for the attention and use of the named addressee(s). This information may be subject to legal,
professional or other privilege. Any disclosure, distribution, copying or the taking of any action
concerning the contents of this communication or any attachments by anyone other than the named
recipient is strictly prohibited. If you have received it in error, please notify► the sender immediately and
delete the message from your systems.
2
From: Mitch Nelson
To: Jacob Everhart
Subject: RE: Enerplus Resources - USR Application - Notice Of Inquiry
Date: Friday, October 191 2018 12:07:35 PM
Jakob I believe this project would fall within the CPA agreement boundaries meaning we would
receive a referral.
It is well outside of our GMA so I don't anticipate us having any major comments, but have yet to see
a plan.
Thanks
Mitchell Nelson
Town Planner
Town of Severance
3 South Timber Ridge Parkway
PO BOX 339
Severance, CO 80546
Office 970-686-1218
Direct 970-685-2810
11,1 rest rry
From: Jacob Everhart <jeverha rt@ ene rpl us.com>
Sent: Wednesday, October 17, 2018 3:25 PM
To: Mitch Nelson <mnelson@townofseverance.org>
lson@townofsevera nce.org>
Subject: Enerplus Resources - USR Application - Notice Of Inquiry
Mitch,
Good afternoon. Sorry to have missed you today at the office. I was calling in regards to our USR
application with Weld County. Per the USR application instructions, we are to inquire with you (the
town of severance) to determine if our project site location will be within an Intergovernmental
Agreement (IGA) boundary or a Cooperative Planning Area (CPA). The project is located in the
Southwest Quarter of Section 26, Township 8 North, Range 67 West.
The approximate coordinates
are: Latitude — 40.62698 N Longitude —104.86771 W. Please advise.
I will follow up with an additional phone call to discuss with you tomorrow, the 18th. Thank you for
your time.
Best,
Jacob Everhart
Regulatory Compliance Coordinator
US Operations
i
950 -17th Street
Suite 2200
Denver, Co 80202-2805
T. 720-279-6743
www.enerplus.com
Confidentiality Notice: This electronic transmission and any attachments are confidential and
intended solely for the attention and use of the named addressee(s). This information may be
subject to legal, professional or other privilege. Any disclosure, distribution, copying or the taking of
any action concerning the contents of this communication or any attachments by anyone other than
the named recipient is strictly prohibited. If you have received it in error, please notify the sender
immediately and delete the message from your systems.
Hello