HomeMy WebLinkAbout20181638.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION
DEPARTMENT OF PLANNING SERVICES* 1555 N. 17TH 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 9 6 9 _ 2 7 _ 4. 0 0 _ 0 0 2
Address of site:
Legal Description: E2SE4
Zone District: A Acreage: 620
(*A 12 digit number on Tax I.D.
information, obtainable at
www.weldgov.com).
Section: 27 Township: 5 N Range: 61 W
Floodplain: NOICGeological Hazard: YEN® Airport Overlay: YcJ®
FEE OWNER(S) OF THE PROPERTY:
Name:
Company: Circle B Land Company LLC
Phone #: 303-392-8170 Email: kwonstolen@billbarrettcorp.com
Street Address: 1099 18th Street, Suite 2300
City/State/Zip Code:
Name:
Denver, CO 80220
Company:
Phone #: Email:
Street Address:
City/State/Zip Code:
Name:
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: Doug Dennison
Company: Bill Barrett Corporation
Phone #: 970-353-0407 x6015
Street Address: 33105 WCR 33
Email: ddennison@billbarrettcorp.com
City/State/Zip Code: Greeley, CO 80631
PROPOSED USE:
Construction and operation of a compressor station consisting of up to 4 natural-gas powered compressors and
associated equipment
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. f a c ration is the fee owner, notarized evidence must be included indicating that the signatory has to legal
authori i thrporation.
a 42/7 -
Date Signature: Owner or Authorized Agent Date
Print Name Print Name
Rev 4/2016
UNANIMOUS CONSENT OF MANAGERS
OF
CIRCLE B LAND COMPANY LLC
The undersigned, being all the managers of Circle B Land Company LLC, a Colorado limited
liability company (the "Company"), waive any and all requirements for calling, giving notice of, and
holding a meeting of the managers of the Company and, in lieu of such meeting and pursuant to the
Colorado Limited Liability Company Act, hereby consent to, vote in favor of, and adopt the following
resolutions by unanimous written consent without a meeting effective as of March 9, 2017 (the "Effective
Date"):
RESOLVED, that each of the following persons is hereby appointed to the office or offices set
forth below opposite such person's name, such person to serve until each such person's successor is
chosen by the Managers or until such person's earlier death, resignation, retirement, disqualification or
removal by the Managers from office:
Name
R. Scot Woodall
Terry R. Barrett
David R. Macosko
Kenneth A. Wonstolen
Duane J. Zavadil
William M. Crawford
Troy L. Schindler
William K. Stenzel
Michele Vion Choka
Jerry D. Vigil
Title
Chief Executive Officer and President
Senior Vice President—Geosciences
Senior Vice President —Accounting
Senior Vice President —General Counsel; and Secretary
Senior Vice President—EH&S, Regulatory and Government Affairs
Senior Vice President —Treasury & Finance; and Treasurer
Senior Vice President —Operations
Senior Vice President Corporate Development and Planning
Vice President —Human Resources
Vice President Information Technology
FURTHER RESOLVED, that the officers of the Company be, and each of them individually
hereby is, authorized and directed to take or cause to be taken all such further action and to sign, execute,
acknowledge, certify, deliver, accept, record and file all such further instruments, in the name and on
behalf of the Company as in their judgment shall be necessary, desirable, or advisable in order to carry
out the intent, and to accomplish the purposes, of the foregoing resolutions.
[Signature page follows.]
This Unanimous Consent of Managers is executed to be effective as of the Effect
KenMeth A. Wonstolen
R. Scot Woodall
William M. Crawford
* * * * *
Page 2 of 2
DEPARTMENT OF PLANNING AND BUILDING
DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT
1555 NORTH 17TH AVENUE
GREELEY, CO 80631
AUTHORIZATION FORM FOR BUILDING, PLANNING AND HEALTH DEPARTMENT
PERMITS AND SERVICES
I, (We), Circle B Land Company, LLC give permission to Doug Dennison/Bill Barrett Corporation
(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:
Parcel 09692740002
Legal Description: E2SE4 of Section 27 , Township 5 N, Range 61 I/1/
Subdivision Name: Lot Block
Property Owners Information:
Phone: 303-312-8170
Applicant/Agent Contact Information:
E-mail: kwonstolen@billbarrettcorp.com
Phone: 970-353-0407 x6015 E_Mail: ddennison@billbarrettcorp.com
Email correspondence to be sentto: Owner
Applicant/Agent X Both
Postal service correspondence to be sent to: (choose only one) Owner Applicant/Agent X
Additional Info:
Owner Signature: '' ` Date: g 11./
(7
g �""
Owner Signature: Date:
HighPoint
RESOURCES —
March 20, 2018
Weld County
1555 N. 17th Avenue
Greeley, CO 80631
Subject — Merger of Bill Barrett Corporation and Fifth Creek Energy
To Whom it May Concern,
Bill Barrett Corporation and Fifth Creek Energy have merged effective March 19, 2018, as
documented in the enclosed Certificate of Merger, and the resulting company is HighPoint
Resources. Therefore, any permit(s) issued as a result of applications submitted to Weld
County should be issued in the name of HighPoint Resources.
If you have any questions, please feel free to contact me as shown below or via email at
ddennisonahpres.com.
7 f{ i
_Qoug Dennison
Director, Community Affairs
Enclosures —,ated
33105 COUNTY ROAD 33
GREELEY, CO 80631
P 970.353.0407 X6015
F 970.353.0961
Delaware
The First State
Page 1
I, JEFFREY W. BULLOCK, SECRETARY OF STATE OF THE STATE OF
DELAWARE, DO HEREBY CERTIFY THE ATTACHED IS A TRUE AND CORRECT
COPY OF THE CERTIFICATE OF MERGER, WHICH MERGES:
"FIFTH CREEK ENERGY OPERATING COMPANY, LLC", A DELAWARE
LIMITED LIABILITY COMPANY,
WITH AND INTO "BILL BARRETT CORPORATION" UNDER THE NAME OF
"BILL BARRETT CORPORATION", A CORPORATION ORGANIZED AND EXISTING
UNDER THE LAWS OF THE STATE OF DELAWARE, AS RECEIVED AND FILED
IN THIS OFFICE ON THE NINETEENTH DAY OF MARCH, A.D. 2018, AT
12:23 O'CLOCK P.M.
A FILED COPY OF THIS CERTIFICATE HAS BEEN FORWARDED TO THE
NEW CASTLE COUNTY RECORDER OF DEEDS.
3519555 8100M
SR# 20182013990
Authentication: 202347142
Date: 03-19-18
You may verify this certificate online at corp.delaware.gov/authver.shtml
EXECUTION VERSION
State of Delaware
Secretary of State
Division of Corporations
Delivered 12:23 PM 03'19+2018
FILED 12:23 PM 03'19'2018
SR 20182013990 - FileNumber 3519555
CERTIFICATE OF MERGER
of
FIFTH CREEK ENERGY OPERATING COMPANY, LLC
(a Delaware limited liability company)
with and into
BILL BARRETT CORPORATION
(a Delaware corporation)
March 19, 2018
Pursuant to Section 264(c) of the General Corporation Law of the State of Delaware (the
"DGCL") and Section 18-209(c) of the Limited Liability Company Act of the State of Delaware (the
"DLLCA"), Bill Barrett Corporation ("BBG"), a corporation organized and existing under the DGCL,
hereby certifies the following information relating to the merger of Fifth Creek Energy Operating
Company, LLC (the "Merging Entity"), a limited liability company organized and existing under the
DLLCA, with and into BBG (the "Merger"), both direct wholly owned subsidiaries of HighPoint
Resources Corporation (f/k/a Red Rider Holdco, Inc.):
FIRST: The name and state of incorporation of each of the constituent entities (the
"Constituent Entities") are Bill Barrett Corporation, a Delaware corporation, and Fifth Creek Energy
Operating Company, LLC, a Delaware limited liability company.
SECOND: BBG shall be the surviving corporation in the Merger (the "Surviving
Corporation") under the name "Bill Barrett Corporation".
THIRD: The Agreement and Plan Merger, dated as of March 19, 2018 (the "Merger
Agreement"), between BBG and the Merging Entity, setting forth the terms and conditions of the Merger,
has been approved, adopted, certified, executed and acknowledged by each of the Constituent Entities.
FOURTH: The Merger is to become effective upon the filing of this Certificate of Merger
with the Secretary of State of the State of Delaware.
FIFTH: The Certificate of incorporation of BBG, as heretofore amended and/or restated,
shall be the Certificate of Incorporation of the Surviving Corporation fromand after the Effective Time,
until thereafter amended as provided therein and by applicable law.
SIXTH: The executed copy of the Merger Agreement is on file at the executive offices of
the Surviving Corporation at 1099 18th Street, Suite 2300, Denver, Colorado 80202.
SEVENTH: A copy of the Merger Agreement shall be furnished by the Surviving
Corporation, on request and without cost, to any stockholder or member of either Constituent Entities.
[Remainder of Page Intentionally Left Blank]
IN WITNESS WHEREOF, the Surviving Corporation .has caused this Certificate of Merger
to be signed by an authorizedofficer as of the date first written above.
BILL BARRETT CORPORATION
arise: R, Scot Woodall.
Title: Chief Executive Officer and President
[Signature Page to Certificate of Merger (FCEOC — BBG)]
USE BY SPECIAL REVIEW QUESTIONNAIRE
Proposed Construction of BBC's
CB Williams Compressor Station
SE/4, Sec. 27, 5N -61W of the 6th Principal Meridian
Weld County, CO
Major USR Amendment—1MJUSR17-15-0078
December 22, 2017
Applicant:
Bill Barrett Corporation
1099 18th Street, Suite 2300
Denver, CO 80202
Bill Barrett Corporation
Bill Barrett Corporation
Table of Contents
Vicinity Map
Section 1
1. Proposed Use of Property
2. Consistency with the Intent of the Comprehensive Plan
3. Consistency with the Intent of the Zoning and Zone District
4. Type of Uses Surrounding the Site
5. Planning Questions
a. Hours of operation
b. Number of people using the site
c. Lot surface description
d. Parking
e. Landscaping
f. Fencing
g. Screening
h. Reclamation
i. Fire protection
j. Improvements
6. Engineering Questions
a. Kind of vehicles (type, size, weight) and how often
b. Travel routes
c. Drainage design
7. Environmental Health Questions
a. Drinking water
b. Sewage disposal
c. Storage
d. Waste management
e. Air emissions
f. Nuisance management
8. Building Questions
a. Proposed structures and uses
Bill Barrett Corporation
Table of Contents Continued
Section 2
1. Notification Requirements
2. Operational Standards
3. Required Permits
4. Traffic
5. Fire and Emergency Response
6. Spill Prevention, Control and Countermeasure
7. Noise Abatement Plan
Vicinity Map for the CB Williams ompre or Station
VICIN ITY MAP
PROJECT
LOCATION
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Section 1
1. Proposed Use of Property
Bill Barrett Corporation (BBC) is proposing to construct a compressor station in the
Agriculture (A) zone district. This station will be located on property owned by Circle B
Land Company, a wholly owned subsidiary of BBC. This station will be permitted for up
to four natural-gas powered compressors; however, not all four compressors may be
installed at the same time. Each compressor will be enclosed within a separate building.
In addition, associated equipment such as a storage building, tanks, production equipment
and meters will be installed at each station. The station will be fenced to keep livestock
out and will be equipped with lights that can be controlled so that they are only on when
personnel are present during night-time hours.
This station is being built adjacent to an existing oil & gas storage yard that was
permitted by Weld County under USR 15-0078, and this USR application is being
submitted as a major amendment to the existing USR.
The proposed facility is located in the SE corner of Section 27, Township 5N, Range
61W (see vicinity map).
Ownership Information
As seen on Assessor Record:
Circle B Land Company, LLC
c/o KE Andrews & Co.
1900 Dalrock Rd.
Rowlett TX 75088
BBC Contact:
Doug Dennison
Bill Barrett Corporation
33105 WCR 33
Greeley, CO 80631
2. Consistency with the Intent of the Comprehensive Plan
BBC has reviewed the Comprehensive Plan as outlined in Chapter 22 of the Weld County
Code and believes this project is consistent with its guiding principles. Section 22-2-
10(D) emphasizes extraction of natural resources as an important part of the economy
and should minimize impacts to agricultural lands. The proposed 3.9 -acre facility will he
located on lands that are currently non -irrigated rangeland located in a rural area with
existing oil and gas activity. The placement and size of the facility will allow for the
current agricultural to persist.
3. Consistency with the Intent of the Zoning and Zone District
The natural gas compressor station is classified by Weld County as an Oil and Gas
Support and Services facility. Section 23-3-40.A.2 of the Weld County Code states that
these facilities are uses allowed to be constructed, occupied, operated and maintained in
the A (Agricultural) Zone District only upon approval of a Use by Special Review permit
in accordance with the requirements and procedures set forth in Article II, Division 4 of
Chapter 23.
4. Type of Uses Surrounding the Site
The proposed Circle B Williams Compressor Station is surrounded by agricultural
properties and is located in an area with existing oil and gas activity. The compression of
natural gas is a necessary component of the oil and gas industry.
5. Planning Questions
a. Hours of operation
The facility will operate 24 hours a day, seven days a week. However, typical
access in and out of the facility will occur during daylight hours except during
maintenance situations in which the station is not operating at peak efficiency or
other situations that could require immediate attention.
b. Number of people using the site
During the construction phase upwards of 20 personnel could be on site at peak
construction. The construction phase is slated to last approximately eight (8)
weeks.
Upon completion of construction, the Circle B Williams Compressor Station will
be operated remotely so there will be no full time personnel on site.
During the operations phase, the site will be visited by up to two (2) people
(pumper, mechanic) each day for maintenance for short periods. In addition, at
least once a month, for a period of two to three days, the site would be visited by
approximately three (3) trucks for a scheduled monthly maintenance.
c. Lot surface description
All access roads and the compressor site and associated equipment area will be
graveled.
d. Parking
There will be sufficient parking at the facility for employee vehicles. This facility
will not be open to the public, therefore, no additional parking is proposed.
e. Landscaping
Due to the remoteness of this site, no landscaping is required. Any disturbed
areas that are not graveled will be revegetated with an appropriate seed mix.
1. Fencing
The perimeter of compressor station and the adjacent well pad will be fenced
with a minimum 6 -foot high chain -link fence to prevent cattle from entering the
facilities and for site security. Gates and cattle guards will be placed at all vehicle
entrances.
g. Screening
Due to the remoteness of this site, no landscaping is required. The exterior of all
buildings and all exposed equipment will be painted in a color to match the
surroundings.
h. Reclamation
When this facility is no longer needed in the future, all buildings and equipment
will be removed and the location will be graded to match the natural contour of
the land. The disturbed area will then be revegetated utilizing a seed mix
specified by the surface owner. The location will be periodically monitored by
qualified personnel to determine the effectiveness of reclamation efforts and to
specify any remedial work needed until such time that the vegetation on this
location is approximately 80% of the natural vegetation on adjacent, undisturbed
land.
i. Fire Protection
This facility will be constructed with equipment that will detect conditions where
fire or explosion could occur. This equipment includes LEL (lower explosive
limit) meters and fire eyes that will be configured to immediately and
automatically shut the facility down if a dangerous situation is present.
Additionally, appropriate fire extinguishers will be installed throughout the
facility and BBC personnel will receive regular training on the maintenance and.
use of the extinguishers.
The primary fire response agency for this facility will be the Wiggins Rural Fire
Protection District. Prior to operation of the facility, BBC will provide an
emergency response plan to the fire district and conduct a walk-through of the
facility with district personnel to familiarize them with the facility.
j. Improvements
As noted elsewhere in this application, improvements at this facility will consist
of the installation of the compressors, buildings and other associated equipment.
Other improvements will include the gravel surfacing of the disturbed area of the
facility and fencing the exterior of the facility to prevent livestock from entering
the facility.
6. Engineering Questions
a. Kind of vehicles and how often
Construction Traffic
Construction related traffic is expected during the construction phase of the
compressor station. Pick-up trucks (3/4 ton) and large trucks (1 to 40 tons) will
be utilized during this phase. Pick-up trucks are expected to contribute around
eight trips per day. See the table below for detailed information on construction
traffic.
Type/Size
Number of Daily
Round Trips
Weight
Con struction
Work Truck
8
% ton
Semi Tractor -Trailer —
Equipment and Component
Delivery
20 total round trips
40 tons each
Delivery Trucks
2
1 ton
Delivery Trucks — with trailer
10 total round trips
3 tons
Gravel Trucks
20 total round trips
25 tons each
Operational Traffic
The following vehicle summaries have been used to determine the anticipated
traffic generation numbers:
• Overall Employees — 2 per shift, one shift — 4 trips
• Average Monthly Deliveries/Pickups (pick-up trucks) — 3 monthly (6 trips)
• Average Daily Deliveries/Pickups (Semi -trucks) — 0 daily (0 trips)
b. Travel routes
The haul route for this location will primarily from US Highway 34 north via
WCR's 87 and 89 and then east of WCR 89 on WCR 52 to the access to the
compressor station. BBC has applied for an access permit at this location with
Weld County Public Works. It is estimated that 80% of the traffic on WCR 89
will come from the south (i.e., US 34) with the remainder coming from the
north via WCR 68.
c. Drainage design
The facility is located on a relatively flat parcel. All necessary grade work will
be performed to prepare the site for its intended use. However, based on the
layout of the site, it is not expected that this pad will require a large amount of
grading work. The site will be surfaced with gravel. Please see the Drainage
Memo included with this application.
7. Environmental Health Questions
a. Drinking water
No full time personnel are on site. No water source is required for this facility.
Employees that use the site will use bottled drinking water.
b. Sewage disposal system
A sewage disposal system is not required. A portable toilet will be located on site
and serviced at regular intervals.
c. Storage
There will be no outside storage of materials at the facility. Storage of smaller
parts and equipment will take place within the storage building.
d. Waste management
BBC maintains a corporate Waste Management Plan that covers the management
of wastes typically associated with our operations. This plan is used to
determine how to manage common wastes. The objective of the plan is to ensure
that generation of wastes is minimized and materials are reused or recycled
whenever possible. When that is not possible, the plan is utilized to ensure that
wastes are managed in accordance with all Local, State, and Federal
regulations. BBC personnel are trained on waste management practices.
BBC anticipates that the following wastes will be generated at the site:
• Used oil
• Used antifreeze (ethylene glycol)
• Tank bottoms
• Spent filters
• Light bulbs
• Spent batteries
• Rags and absorbent socks and pads
• Hydrocarbon impacted oil from minor leaks and vehicle traffic
• Used packaging material, including cardboard, scrap lumber from crates,
metal strapping, etc.
A small dumpster will be placed on site and municipal solid waste will be
managed by Redi Services, LLC or Waste Management Incorporated. The
dumpster will be emptied weekly or bi-weekly. A RCRA Universal Waste
program will be set up and managed by Clean Harbors Incorporated for the
proper management or recycling of universal wastes such as spent batteries and
light bulbs. Used oil, antifreeze, filters, and rags and pads will be managed by
either January Environmental Services Incorporated or Tri-State Oil
Reclaimers. When necessary, tank bottoms will be removed and sent to an
authorized disposal facility. This activity will be coordinated by Clean Harbors
Incorporated. In addition, Redi Services, LLC or Reck Flyers will provide
portable toilet service on location. Spills and releases will be managed in
accordance with the facilities SPCC Plan and BBC's Emergency Response
Plan. Hydrocarbon impacted soils will be removed from the facility as needed
and disposed of at Waste Management Incorporated's landfill in Ault, Colorado.
In the event a change in contractors is necessary in the management or disposal
of waste, a state authorized provider would be utilized.
e. Air emissions
This facility will be permitted through and subject to the regulations
promulgated by the Colorado Department of Public Health and Environment
(CDPHE).
f. Nuisance management
During the construction phase of the project, BBC will use water or magnesium
chloride trucks for dust suppression. Soil erosion will be mitigated through the
appropriate use of best management practices contained within BBC's Storm
Water Management Plan. After construction is completed, BBC will gravel the
access and the compressor pad location and water or magnesium chloride
application will be applied on an as -needed basis.
S. Building Questions
a. Proposed structures
• Up to (4) Waukesha 7044 compressors (or equivalent)
• Up to (4) 32' x 40' metal buildings to house compressors
• (6) 400 barrel oil tanks
• (1) 40' x 40' storage building
• (15) separators
• (l) vapor recovery unit
• (1) generator
• (3) combustors
• (1) heater treater
• (4) Flare stacks (3 x 30')
All necessary building permits will be obtained from Weld County prior to
initiating construction. There are no existing structures at this location.
Construction of the compressor pad is anticipated to commence upon the approval
of this USR. The total construction time is expected to be eight (8) weeks.
SECTION 2
1. Notification Requirements
County Notices:
Section 23-2-210(B)(1): Upon application completeness, agency notice submittal (28 day
comment period). This step is completed by Weld County staff.
Section 23-2-210(B)(6), a sign shall be posted by the County on this proposed site. This
step is completed by Weld County staff
Section 23-2-210(B)(4): Notice to owners of property within 500 feet of the parcel. As
per 23-2-260(B)(9), the list attached was created from Assessor records of Weld County
on December 22, 2017.
2. Operational Standards
Noise Control:
The operation of the facility shall comply with the noise standards enumerated in Section
25-12-101, C.R.S. The facility will adhere to all applicable COGCC noise regulations.
Air and Water Quality:
All activities will comply with the permit and control provisions of the Colorado Air
Quality Control Program, Title 25, Article 7, and. C.R.S. as applicable. No wastewater will
be discharged on the surface of the site. Human wastes will be contained to the portable
toilet on site.
Lighting:
Lighting on the site will be downcast and shielded lighting will be provided on the proposed
building. Lighting is for nighttime security and emergency work only. Lighting will be on
a timer and motion detection. The nearest occupied residence to the compressor station is
over 1 mile from the facility. Therefore, it is not anticipated that lighting will pose any
nuisance to traffic on public roadways or adjacent properties.
Weed Control:
The facility will be kept free of weeds, rubbish, and other waste material. The area shall be
treated if necessary and as practicable to prevent invasion of undesirable species and
noxious weeds.
3. Required Permits
Weld County:
A Use by Special Review Permit requires approval by the Board of County
Commissioners.
Weld County Right -of -Way Use Permits will be obtained for any new pipelines
connected to this facility that fall within a County ROW.
A grading permit is expected to be required.
Wiggins Rural Fire Protection District:
The Site Plan and Use by Special Review Application will be referred to and reviewed by
the Wiggins Rural Fire Protection District.
Oversize Load. Permits:
If necessary, oversize load permits will be obtained prior to moving any new equipment
onto the site.
BBC will submit any additional permits necessary for county approval prior to the
commencement of construction.
4. Traffic
Weld County Public Works Department determined the traffic narrative above was
sufficient for this facility.
5. Fire and Emergency Response
There is adequate provision for the protection of the health, safety and welfare of the
inhabitants of the neighborhood and the county.
All roads leading to and those in the site area are designed and maintained to support fire
apparatus. Sufficient turnaround room to accommodate fire apparatus is present. All
storage tanks will be permanently mounted with foam nozzles according to API
(American Petroleum Institute) standards. BBC support personnel in the field are on call
at all times to provide technical assistance in fire prevention and suppression.
Emergency Information
General Information: The purpose of this document is to provide ownership information in
case of an emergency at the proposed Circle B Williams Compressor Station. It may be used
by outside agencies, company employees, and contract labor to help secure a safe and swift
recovery from such emergencies:
a. Name and Address
Corporate Office
Bill Barrett Corporation
1099 18th Street, Suite 2300
Denver, CO 80202
(303) 293-9100
Regional Office — DJ Operations
Bill Barrett Corporation
33105 WCR 33
Greeley, CO 80631
(970) 353-0407
b. Type of Facility:
Compressor station
c. Location and Access:
Located in the Southeast quarter of Section 27, Township 5 North, Range 61
West. Driving directions to the location are as follows —
PROCEED IN AN EASTERLY, THEN SOUTHEASTERLY
DIRECTION FROM GREELEY, COLORADO ALONG U.S.
HIGHWAY 34 APPROXIMATELY 25.4 MILES TO THE
JUNCTION OF THIS ROAD AND COUNTY ROAD 87 TO
THE NORTH; TURN LEFT AND PROCEED IN A NORTHERLY,
THEN EASTERLY DIRECTION APPROXIMATELY 3.0 MILES
TO THE JUNCTION OF THIS ROAD AND COUNTY ROAD 89
TO THE NORTH; TURN LEFT AND PROCEED IN A
NORTHERLY DIRECTION APPROXIMATELY 2.7 MILES TO
JUNCTION OF THIS ROAD AND COUNTY ROAD 52 TO THE
EAST; TURN RIGHT AND PROCEED IN AN EASTERLY
DIRECTION APPROXIMATELY 2.0 MILES TO THE
BEGINNING OF THE PROPOSED ACCESS ROAD TO
THE NORTH.
Emergency Contact List: The following is a list of Bill Barrett Corporation personnel and
organizations that may be contacted in the event an emergency occurs at the facility.
Contact
Office Phone Cell Phone
Brett Paben — Production Superintendent
Dustin Watt — EHS Coordinator
24 -Hour Emergency Number
6. Containment/SPCC Plan
970-353-0407 x6003 970-319-4690
970-353-0407 x6005 303-656-1838
1-800-880-6359
If required, an SPCC plan will be created for the facility prior to commencing operations.
It is BBC's policy to create and maintain SPCC plans at all of its non -transportation related
facilities in accordance with 40 CFR Section 11. Upon completion of the SPCC plan, a
signed copy will be provided, per the request of Weld County.
7. Noise Abatement Plan
At the current time, no additional noise abatement is anticipated to be needed. There are
no occupied structures within at least 1 mile of the location, and the location is
surrounded by undeveloped grazing land.
WELD COUNTY, COLORADO
Drainage Report
BILL BARRETT CORPORATION
COMPRESSOR PAD SITE
DRAINAGE REPORT
SECTION 27, TOWNSHIP 5 NORTH, RANGE 61 WEST, 6TH P.M.
COUNTY ROAD 52, WELD COUNTY, COLORADO
Prepared For:
Bill Barrett Corporation
Contact: Doug Dennison
33105 WCR 33
Greeley, CO 80631
Phone: (970) 353-0407x6015
Prepared By:
Uintah Engineering & Land Surveying, LLC
Christopher J. Clark, PE
85 South 200 East
Vernal, UT 84078
Phone: (435) 789-1017
V i NTAH
EN! INEE 3IN G S. LANE] SIJRVEYIN'_1
Truck Sales and Service Facility Drainage Report
TABLE OF CONTENTS
Table of Contents i
Certification ii
I. INTRODUCTION _ 1
II. General Location and Description 1
A. Location and Existing Conditions 1
B. ProposddJevelopment 1
III. Drainage Basins and Subbasins 2
A. MajaasiLescriptian 2
B. Offsifkai nage Basins 2
IV. Drainage Design Criteria 3
V. Drainage Facility Design 4
A. On-si1@rainage —Western Pad Area 4
B. On-sif rainage — Eastern Pad Area 4
C. Wateuality and Detention 5
VI. Conclusion 6
VII. Appendix 7
Appendix A —Vicinity Map 7
Appendix B— Drainage Basin Plans 9
Appendix C— Flood Plain Map - FIRM Map Panel 12
Appendix D — Hydrologic Soil Group 14
Appendix E — NOAA Atlas 14 — Precipitation Values 19
Appendix F — Rational Method Runoff Calculations 24
Appendix G — Detention Pond Calculations 30
i
Truck Sales and Service Facility
Drainage Report
CERTIFICATION
I hereby affirm that this Drainage Report was prepared under my responsible charge for the owner's
thereof and to my knowledge is accurate and adherent to the applicable standards and rules provided by
Weld County, Colorado.
Signature:
Name Print:
Company Name:
Address:
City, State, Zip:
Phone:
Fax:
Email:
Date:
Ca 7?
Chrisfopher J. Clark, PE
UELS, LLC
85 South 200 East
Vernal, Utah 84078
(435) 789-1017
(435) 789-1813
cclark@uintahgroup.com
December 19, 2017
PE Stamp
ii
Truck Sales and Service Facility Drainage Report
I. INTRODUCTION
The purpose of this report is to present the proposed storm drainage improvements for the Bill Barrett
Corporation's proposed Circle B 5-61-27 Compressor Pad located in the SE1/4 SE 1/4 of Section 27, T5N,
R61W, 6th P.M. With the development of a site, it can be expected to increase the impervious ground cover
and thus, an increase in peak storm water runoff. This report examines the undeveloped flow patterns of off -
site and on -site drainage basins and the proposed storm water facilities designed to mitigate the downstream
impact of increased storm water runoff. The contents of this report are prepared in accordance with the Weld
County Code for a Drainage Report in conjunction with a Use By Special Review submittal.
II. GENERAL LOCATION AND DESCRIPTION
The proposed Circle B 5-61-27 Compressor Pad site is located on an approximately 75 Acre parcel located
south of WCR 62 and north of WCR 52 in Weld County. A vicinity map is included in Appendix A. This parcel
is owned by Circle B Land Company, LLC. This site is zoned Agricultural. The existing parcel currently
operates as grazing land. There is a storage facility operated by Bill Barrett Corporation located west of the
proposed compressor pad, as approved under USR#15-0078.
Bill Barrett Corporation is seeking to permit this development to operate an oil and gas compressor facility as
major amendment of the current Use by Special Review permit on the parcel.
Drainage at the proposed site currently sheet flows to the southwest and southeast across the range land. A
natural ridge runs from the northwest to the southeast through the site. South of the Compressor Pad Area the
drainage historically has flowed into a drainage ditch that runs parallel to WCR 52 with flows in the ditch
divided into east and west flows from a natural high point at the proposed access road intersection with WCR
52. The existing storage facility currently drains into an existing detention pond that drains into the road side
ditch flowing west. Water flowing into the county road's drainage ditch has not posed a problem in the past.
The historic and off -site drainage plan for the site is attached to this report in Appendix B.
The improvements will include the development of a compressor site to the east of the existing storage facility.
The proposed pad will be appr oximately 2.28 Acres in size and will include four compressors and ancillary
equipment including scrubbers, filters and separators. A top soil stockpile will be located on north side of the
pad. The site will include a new access road to the south ofihe pad that gives access onto WCR 52. The vehicle
travel areas area of the site will be surfaced with gravel. There will be two detention ponds, located between
the pad and the road right of way on the southwest and southeast corners of the proposed pad.
The proposed facility will sit on the natural high spot. Generally, the flows on the east of the pad will be collected
into a drainage ditches that will convey the water to Detention Pond -B on the southeast corner of the pad. While
flows that are on the west side of the pad will flow into catchment ditches that will convey the runoff to Detention
Pond -B that is on the southwest corner of the pad. The pad surface will be graded at a slope of one -percent
toward the south edge of the pad.
The detention ponds are sized to accommodate the 100 -year runoff volumes from the newly developed areas
Truck Sales and Service Facility Drainage Report
and will release the stormwater rate equivalent to the 5 -year historic (pre -development) runoff rate. The release
rate will be managed by the use of an outlet structure with an orifice plate to treat and manage the Water Quality
Capture Volume and then a second stage will discharge through an outlet pipe that is outfitted with a restrictor
plate.
Offsite basin runoff flows will be managed by diversion dtches to the north of the site. One diversion ditch along
the north edge of the pad site will direct offsite flows around the site to the west and into natural drainage
channels. The drainage along the north east edge of the pad natural flows parallel to the pad edge.
The offsite drainage plan and developed drainage plan have been attached to this report in Appendix B
III. DRAINAGE BASINS AND SUBBASINS
The subject property is located in rural Weld County and is surrounded by agricultural land to the north,
west, south, and east. There are a few individual residences on the agricultural land surrounding the
property. Several oil and gas pads operate in nearby vicinity, including a facility (USR#13-0066) to the
northwest of the proposed compressor facility. The project site lies in a FEMA designated area, Zone X:
"areas determined to be outside the 0.2% annual chance floodplain". The development site is located in
Flood Insurance Rate Map (FIRM), Community Panel No. 08123C 1850E, attached to this report as
Appendix C.
According to the NRCS Web Soil Survey, the off -site basin consists of Valent sand, 3 to 9 percent slopes.
The on -site soils consist of Valent sand, 3 to 9 percent slopes. The Valent sand have high infiltration rates
(low runoff potential) when thoroughly wet. The hydrologic soil group types at the compressor pad is Type
A. Refer to the web soil survey reports located in Appendix D.
The project site is located within two historic drainage basins. The location of the development site more or
less naturally diverts the storm water around the site. The off -site basin has been designated as Offsite
Basin 1 (OS -1). The basin is north of the site and the water runoff in the basin flows to the southwest. The
second historic drainage basin that covers the east side of the pad will naturally divert off -site flows away
from and around the pad.
Runoff coefficients are calculated for each site soil type using the methods detailed in the Urban Storm
Drainage Criteria Manual, Volume 1, Ch. 5. The Rational Method will be used to analyze the historic peak
flows. The time of concentration for the basin was estimated using the methods detailed within the Urban
Storm Drainage Criteria Manual, Volume 1, Ch. 5.
Peak flows for the 5 -year and 100 -year storm events for the off -site drainage basin have been provided in
the table below.
Truck Sales and Service Facility
Drainage Report
Table 1 - Off -site Drainage Basin Peak Runoff Flows.
Basin ID
os-i
Basin Size (Ac)
0.53
Peak Flow
5-Yr (cfs)
Peak Flow
100-Yr (cfs)
0.0 0.8
Design Point
A Drainage Plan is included with this report showing the boundary of the off -site Drainage Basin. Reference
the Drainage Plan forthe Off -site Basins in Appendix B.
IV. DRAINAGE DESIGN CRITERIA
This report is prepared in compliance with the Urban Storm Drainage Criteria Manual, Volumes 1, 2, and 3;
Weld County Code; and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage
Criteria Manuals Volumes 1, 2, and 3. Based on this criterion, a 100 -year storm is used as the major storm
event and a 5 -year storm is used as the minor storm event when evaluating existing and proposed drainage
facilities.
Runoff Calculations: For drainage basins less than 160 acres in area, the Rational Method was used to
calculate the stormwater runoff. The time of concentraction forthe basins was estimated using the methods
detailed within Urban Storm Drainage Criteria Manual, Volume 1, Ch. 5. The hydrologic runoff calculations
and time of concentration calculations are included with this report in Appendix F.
Rainfall Data: Site rainfall depth information was obtained from the National Oceanic and Atmospheric
Administration (NOAA) Atlas 14, Volume 8, Version 2, Precipitation -Frequency Atlas of the United States
(2013). This data supersedes the default rainfall depth information provided in the Urban Storm Drainage
Criteria Manual. The current NOAA data was used forthe determination of the point rainfall data. The
NOAA data formed the basis of the inflow -duration -frequency (IDF) calculations for other storm frequencies
and durations using Urban Drainage methods. Rainfall data is presented in Appendix E.
Pipe and Culvert Sizing: Site storm infrastructure capacities have been evaluated using Manning's
Equation. The culverts on -site were sized to convey the 5 -year storm event. The storm drain piping was
also sized to convey the 5 -year storm event. Additionally, the outlet pipe from the detention pond is sized for
a specific release rate of the 5 -year historic flow with the use of a restrictor plate. Erosion control devices
will be provided at all culvert and swale outlets to protect against downstream erosion. Culvert sizes were
determined using Culvert master software. Pipe sizing calculations were determined using Flowmaster
software. The hydraulic calculations for Pipe and Culvert Sizing are included in this report in Appendix F.
Drainage Channel Sizing: Irrigation ditch, diversion ditch, or swale capacities have been evaluated using
Manning's Equation. The channels are sized to convey the 5 -year storm event runoff flows. The channel
capacities were calculated using Hydraflow Express software. The hydraulic calculations for the Drainage
Channels are included with this report in Appendix F.
Detention Pond Sizing: The detention pond volume has been determined using the UDFCD's Detention
Design - UD-Detention v2.34 spreadsheet. Detention Ponds A and B are sized to detain the 100 -year
developed storm event runoff from the site's drainage basins (refer to the drainage basin plans in the
appendix). The detention ponds will be configured to release no more than the 5 -year historic flow at the
points of analysis in accordance with Weld County criteria. A minimum of one foot of freeboard will be
Truck Sales and Service Facility Drainage Report
provided for the detention pond. The required water quality capture volume will be contained within the
detention volume for the detention pond. An emergency spillway, in the form of a concrete weir and armored
slope, is proposed to convey the 100 -year flow rate under a plugged orifice condition. Detailed detention
pond calculations have been provided in Appendix G.
Water Quality Pond Sizing: Water quality ponds are required prior to releasing stormwater runoff from the
development. The ponds will include a water quality orifice plate on the outlet structure in accordance with
the Urban Storm Drainage Criteria Manual. The volume added to the detention pond to account for water
quality was determined following UDFCD's Detention Design - UD Detention v2.34 spreadsheet. Detailed
water quality pond sizing information is presented in Appendix G.
V. DRAINAGE FACILITY DESIGN
The compressor facilities stormwater management will include the construction of two detention ponds.
Detention Pond -A is located at the southwest corner of the pad and will outlet into the side ditch on the north
side of County Road 52. On -site drainage basin A-1 will be conveyed to the detention pond through a system
of ditches. The following table provides peak runoff flow rates for the on -site drainage basins flowing to
Detention Pond - A
Table 2 - Detention Pond -A Drainage Basin A-1 Runoff Flows
Basin ID
Basin Size (Ac)
A-1
1.47
Peak Flow
5-Yr (cfs)
0.9
Peak Flow
100-Yr (cfs)
3.6
Design Point
2
The 5 -year runoff flows were used to calculate the catchment ditch depths to convey the runoff to the
Detention Pond -A.
The site's second detention pond, Detention Pond -B is located at the southeast corner of the pad and will
outlet into the side ditch of County Road 52. On -site drainage basin B-1 will be conveyed to the detention pond
through a catchment ditch. The following table provides peak runoff flow rates for the on -site drainage basins
flowing to Detention Pond - B
Table 3 - Detention Pond -B Drainage Basin B-1 Runoff Flows
Basin ID
Basin Size (Ac)
B-1
2.03
Peak Flow
5-Yr (cfs)
0.9
Peak Flow
100-Yr (cfs)
4.5
Design Point
3
The 5 -year runoff flows were used to calculate the catchment ditch depths to convey the runoff to the
Detention Pond -B.
4
Truck Sales and Service Facility Drainage Report
The proposed water quality feature for the site is a water quality capture pond. This water volume will be
located within each of the respective Detention Ponds. The water quality for the detention pond was sized in
accordance with the Urban Storm Drainage Criteria Manual, Volume 1, 2, and 3. The water quality feature is
designed to handle the runoff from the developed portions of the site.
Developed runoff flows are designed to route through the water quality feature. Per Urban Storm Drainage
standards, 120% of the water quality volume will be provided. The proposed water quality volume drain time
is 40 hours. An orifice plate is proposed as the water quality feature affixed to each of the pond's outlet
structures. The WQCV is included in the detention pond volume for each of the drainage basins.
WQCV calculations are presented in Appendix G. A storage volume summary is provided in the table below.
As mentioned previously, there are two detention ponds designed to collect runoff from the developed site.
Each of the detention ponds collects the runoff and discharges to each of the outfall points at a rate that
does not exceed the 5 -year historic runoff rate. The following tables presents a summary of the Detention
Pond sizing.
Table 4 - Detention Pond -A Summary
Detention Pond Calculations
Drainage Area (acres)
% Impervious of Drainage Area
Time of Concentration (minutes)
Water Quality Capture Volume (ac -ft)
Total Required Storage (ac -ft)
Total Storage (ac -ft)
1.47
30.76
12
0.02
0.11
0.13
Table 5 - Detention Pond -B Summary
Detention Pond Calculations
Drainage Area (acres)
% Impervious of Drainage Area
Time of Concentration (minutes)
Water Quality Capture Volume (ac -ft)
Total Required Storage (ac -ft)
Total Storage (ac -ft)
2.03
23.94
13
0.02
0.17
0.19
Truck Sales and Service Facility Drainage Report
Additional detention pond calculations, including WQCV orifice plate design, outlet pipe restrictor plate
design, and emergency spillway design, are included in Appendix G of this report.
VI. CONCLUSION
This report was prepared in compliance with the Weld County Code and the Weld County Storm Drainage
Criteria Addendum to the Urban Storm Drainage Criteria Manual Volumes, 1, 2, and 3. The proposed
drainage system for the improvements to the WCR 52 site will provide detention for the developed section of
the site. Releasing flows at the 5 -year historic rate. Releases are as near to the points of design as practical
and are not expected to increase or cause adverse impacts on downstream property owners.
This Drainage Report is being submitted to Weld County for review and approval.
Truck Sales and Service Facility Drainage Report
VII. APPENDIX
28
28
CO RD 52
(—\\\ 'Cs
" °
4� ,, CR52
CIRCLE B LAND
COMPANY LLC
t\\ 27
EXISTING POWER LINE
26
PROPOSED LOCATION:
CIRCLE B 5-61-27
COMPRESSOR PAD
33
T5NJ
GREELEY 33.0 MI. +1-
c;?,OO
raw R41w`34
SEE DETAIL "A"
tot
26
4550
R
61
W
sr
44
CO RD 52
35
4500
T4N
L
VAI
Lel
t n.
NOTE: PARCEL DATA SHOWN HAS BEEN OBTAINED FROM VARIOUS SOURCES AND SHOULD BE USED FOR MAPPING, GRAPHIC AND PLANNING
PURPOSES ONLY. NO WARRANTY IS MADE BY UINTAH ENGINEERING AND LAND SURVEYING (UELS) FOR ACCURACY OF THE PARCEL DATA.
LEGEND:
- -
- - - -
BILL BARRETT CORPORATION
EXISTING ROAD Ii INSTALL CATTLE GUARD
PROPOSED ROAD CIRCLE B 5-61-27 COMPRESSOR PAD
EXISTING FENCE SE 1/4 SE 1/4, SECTION 27, TSN, R61 F, 6th P.M.
EXISTING POWER LINE WELD COUNTY, COLORADO
fist
ENGINEERING at LAND SURVEYING
UELS, LLC
Corporate Office 85 South 200 East
Vernal, UT 84078 * (435) 789-1017
SURVEYED
BY
CM., O.R.
11-16-17
SCALE
DRAWN BY
J.J.
12-05-17
1
: 4.001
ACCESS ROAD MAP
TOPO
B
Truck Sales and Service Facility Drainage Report
APPENDIX B - DRAINAGE BASIN PLANS
.. Off -Site Historic Drainage Plan — D-1
2. On -site Drainage Plan — D-2
December 19, 2017
9
CIRCLE B 5-61-27 COMPRESSOR PAD
SEC. 27, TSN, ROW, W, 6th P.M.
WELD COUNTY, COLORADO
,C\NN NC1/41/2h
J.,S\N\ N‘..\
\\\ N,‘.\
\\\\\t‘
X11
ist \U
DETENTION POND -B
3:1 SIDE SLOPES
DETENTION POND -A 6,900 CF
3:1 SIDE SLOPES
8,300 CF
[EELS, LLC
Corporate Office * 85 South 200 East
Vernal, UT 84078 * (435) 789-1017
CIRCLE B 5-61-27 COMPRESSOR PAD 1MJUSR17-15-097
SEC. 27, T5N, ROW, 6th P.M.
WELD COUNTY, COLORADO
Truck Sales and Service Facility Drainage Report
APPENDIX - FLOOD PLAIN MAP - FIRM MAP PANEL
December 19, 2017
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Truck Sales and Service Facility Drainage Report
APPENDIX D - HYDROLOGIC SOIL GROUP
December 19, 2017
14
40° 22'0"N
40° 21' 51" N
0
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USDA Natural Resources
a
Web Soil Survey
Conservation Service National Cooperative Soil Survey
12/19/2017
Page 1 of 4
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Soil Rating Points
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Resources
Conservation Service
Hydrologic Soil Group Weld County, Colorado, Southern Part
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AQI
Percent of
AOI
70
Valent sand, 8 to 9
percent slopes
A
8.3
100.0%
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 (ND, 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 (A/D, BID, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff- None Specified
USDA Natural Resources Web Soil Survey
Conservation Service
National Cooperative Soil Survey
12/19/2017
Page 3 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
Tie -break Rule: Higher
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/19/2017
Page 4 of 4
Truck Sales and Service Facility Drainage Report
APPENDIX E - NOAA ATLAS 14 - PRECIPITATION VALUES
December 19, 2017
12/15/2017
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 8, Version 2
Location name: Orchard, Colorado, USA
Latitude: 40.3661e, Lon€gitude: -104.1811
Elevation: 4544.07 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale
Unruh, Michael Yekta, Geoffery Rennin
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF cgraphical I Maps & aerials
PF tabular
PD -based point precipitation frequency estimates with 90%
confidence intervals (in inches )1
Duration
5 -min
10 -min
15 -rain
30 -min
60 -min
2 -hr
3 -hr
6 -hr
12 -hr
24 -hr
2 -day
3 -day
4 -day
7 -day
10 -day
20 -day
30 -day
45 -day
60 -day
Average recurrence interval (years )
1
0.256
(0.203-0.326)
0.375
(0.298-0.477)
0.458
(0.363-0.582)
0.621
(0.492-0.789)
0.767
(0.609-0.976)
0.914
(0.732-1.15)
0.992
(0.799-1.24)
1.13
(0.919-1.40)
1.31
(1.07-1.61)
1.55
(1.29-1.89)
1.79
(1.50-2.15)
1.97
(1.65-2.35)
2.10
(1.77-2.50)
2.39
(2.03-2.81)
2.64
(2.26-3.10)
3.42
(2.95-3.96)
4.07
(3.54-4.69)
4.89
(4.28-5.59)
5.58
(4.90-6.35)
0.308
(0.244-0.393)
0.452
(0.358-0.575)
0.551
(0.437-0101)
0.744
(0.590-0.947)
0.915
(0.726-1.17)
1.09
(0.869-1.37)
1.18
(0.945-1.47)
135
(1.10-1.67)
1.57
(1.28-1.92)
1.81
(1.50-2.20)
2.08
(1.74-2.50)
2.25
(1.89-2.69)
2.39
(2.02-2.84)
2.73
(2.32-3.22)
3.03
(2.58-3.55)
3.89
(3.36-4.51)
4.62
(4.01-5.32)
5.55
(4.85-6.35)
6.35
(5.57-7.23)
5
0.405
(0.320-0.516)
0.593
(0.468-0.756)
0.723
(0.571-0.922)
0.973
(0.768-1.24)
1.20
(0.944-1.53)
1.42
(1.13-1.79)
1.53
(1.23-1.92)
1.76
(1.43-2.19)
2.03
(1.65-2.49)
2.28
(1.88-2.78)
2.59
(2.15-3.12)
2.76
(2.31-3.30)
2.90
(2.44-3.46)
3.30
(2.80-3.90)
3.66
(3.11-4.30)
4.65
(4.00-5.40)
5.49
(4.75-6.33)
6.58
(5.73-7.55)
7.54
(6.59-8.61)
r 10 _
0.495
(0.389-0.634)
0.725
(0.569-0.928)
0.884
(0.694-1.13)
1.19
(0.932-1.52)
1.46
(1.15-1.87)
1.74
(1.38-2.21)
1.88
(1.50-2.37)
2.16
(1.73-2.69)
2.45
(1.99-3.03)
2.71
(2.22-3.32)
3.04
(2.52-3.68)
3.21
(2.67-3.86)
3.36
(2.81-4.02)
3.79
(3.19-4.50)
4.18
(3.54-4.93)
5.26
(4.50-6.14)
6.18
(5.32-7.16)
7.39
(6.40-8.52)
8.47
(7.36-9.71)
25
0.635
(0.488-0.856)
0.929
(0.715-1.25)
1.13
(0.872-1.53)
1.52
(1.17-2.05)
1.88
(1.45-2.55)
2.25
(1.75-3.02)
2.44
(1.92-3.27)
2.78
(2.19-3.66)
3.09
(2.45-4.00)
3.37
(2.70-4.31)
3.72
(2.99-4.68)
3.89
(3.15-4.87)
4.04
(3.29-5.02)
4.50
(3.67-5.51)
4.92
(4.02-5.97)
6.09
(5.02-7.27)
7.10
(5.88-8.41)
8.45
(7.03-9.91)
9.65
(8.05-11.2)
50
0.755
(0.564-1.02)
1.11
(0.825-1.51)
1.35
(1.0.1-1.83)
1.60
(1.35-2.45)
2.25
(1.68-3.06)
2.70
(2.0i4-3.64)
2.94
(2.23-3.95)
3.32
(2.54-4.40)
3.64
(2.81-4.75)
3.92
(3.06-5.06)
r
4.28
(3.36-5.44)
4.45
(3.52-5.63)
4.60
(3.65-5.79)
5.06
(4.03-6.28)
5.49
(4.39-6.75)
6.71
(5.41-8.13)
7.78
(6.31-9.35)
9.21
(7.50-11.0)
10.5
(8.57-12.4)
100
0.885
(0.637-1.23)
1.30
(0.933-1.80)
1.58
(1.14-2.19)
2.11
(1.52-2.93)
2.65
(1.91-3.68)
3.19
(2.33-4.39)
3.49
(2.56-4.78)
3.91
(2.89-5.29)
4.22
(3.14-5.63)
4.52
(3.40-5.96)
4.87
(3.69-6.33)
5.05
(3.85-6.53)
5.20
(3.98-6.68)
5.64
(4.34-7.16)
6.06
(4.68-7.62)
7.32
(5.71-9.07)
8.43
(6.61-10.4)
9.93
(7.82-12.1)
11.3
(8.90-13.6)
200
1.03
(0.709-1.46)
1.51
(1.04-2.13)
1.84
(1.27-2.60)
2.45
(1.69-3.48)
3.10
(2.14-4.40)
3.74
(2.61-5.27)
4.10
(2.88-5.74)
4.57
(3.23-6.32)
4.86
(3.47-6.63)
5.17
(3.72-6.97)
5.51
(4.00-7.34)
5.69
(4.16-7.54)
5.84
(4.29-7.69)
6.25
(4.62-8.13)
6.65
(4.93-8.57)
7.92
(5.93-10.1)
9.07
(6.82-11.4)
10.6
(8.02-13.3)
12.0
(9.08-14.9)
500
1.23
(0.817-1.79)
1.81
(1.20-2.62)
2.20
(1.46-3.19)
2.94
(1.95-4.27)
3.74
(2.48-5.43)
4.54
(3.04-6.54)
5.00
(3.37-7.15)
5.52
(3.75-7.81)
5.76
(3.95-8.05)
6.09
(4.22-8.42)
6.40
(4.47-8.74)
6.60
(4.64-8.95)
6.74
(4.76-9.10)
7.08
(5.03-9.44)
7.43
(5.30-9.84)
8.70
(6.26-11.4)
9.87
(7.15-12.8)
11.4
(8.33-14.7)
12.8
(9.36-16.4)
1000
1.40
(0.899-2.04)
2.05
(1.32-2.99)
2.51
(1.60-3.64)
3.34
(2.14-4.86)
4.27
(2.74-6.22)
5.20
(3.37-7.50)
5.74
(3.74-8.22)
6.30
(4.14-8.94)
6.50
(4.32-9.12)
6.84
(4.59-9.51)
7.12
(4.83-9.80)
7.33
(5.00-10.0)
7.46
(5.12-10.2)
7.73
(5.34-10.4)
8.03
(5.58-10.8)
9.27
(6.51-12.3)
10.5
(7.40-13.8)
12.0
(8.56-15.8)
13.4
(9.57-17.5)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PCB).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency
estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at
upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
https:'lhdsc.nws.noaa.govlhdsv/pfds/'pfds_printpage.html?lat=40.3661 &lon=-104.1811 &data=depth&units=english&series=pds 1/4
12/15/2017
Precipitation Frequency Data Server
PF graphical
Precipitation depth (in)
14
8
6
4
2
PDS-based depth -duration -frequency (DDF) curves
Latitude: 40.366r I Longitude: -104.1811°
C Uri
C
rn
C
5 10
NOAA Atlas 140 Volume 8, Version 2
N
Duration
Sc
1
N
� � ft ru ru
tt -aio
r4 0
r4
25 50 100 200
Average reLurreoceinterval (years)
rti IT fora
O D t
d d t3
O
N t CI
500 1000
Created (GMT) : Fri Dec 15 17:14:21 2017
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years}
1
2
5,
10
25
50
100
200
500
1000
Duration
5 -min
Dernin
15 -min
3O -min
6D -min
2 -hr
3 -hr
b -r
12 -hr
24 -hr
2 -day
3 -day
4 -day
7 -day
1 D-day
20 -day
30-ciay
45 -day
60 -day
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12/15/2017 Precipitation Frequency Data Server
4
i
i
II
Iy
3km !
2mi
I
Or ch ar ci,
—014 0
tit *i
77.
Longs
4345+-
Bloul tier,
o11
L
1 • 7
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e
I.Iation S
infect ,
tit
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LoT
„art ---'a,,
�'�S-e i'a C.43L,-_ isegL.
Large scale terrain
•
Cheyenne
c reeie I
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a Longmont I
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Fort-CoiIrrs
Large scale map
Cheyenne
Greeley I
c.)
Longmont
Boulder
n
er
V
100km
I
6 mi
I.
N
Large scale aerial
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12/15/2017 Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic an€1 Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: H DS C .Questions noaa. qov
Disclaimer
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Truck Sales and Service Facility Drainage Report
APPENDIX F - RATIONAL METHOD RUNOFF CALCULATIONS
1. Drainage Basin Runoff Calculations
December 19, 2017
/Nit
U NT.e.H
ifriWCWI i.lfri{fii.INSa S I $tN17 "44.16/76 Y Mut_/
WeldCounty Engineering & Construction Criteria Table 5-3 Recommended Percentage Imperviousness Values
IJDFCD Vol. 1 - Table 6-3 Recommended Percentage Imperviousness Values
'Yo Impervious
WEIGHTED IMPERVIOUS SURFACE CALCULATIONS
LI ndevel{sped Areas
Streets
Historic Flow
Analysis
Greenbelts,
Agricultural
Off -site flow analysis
(Land Use Not Defined) Paved
2%
2%
45%
100'.,
Gravel
Recycled
Asphalts
Developed Areas
Concrete
Driveways
Sidewalks
40%
75%
90%
90%
M ISC.
Single -Family
Res.
Roofs 0.75-2.5 Acres
Parks
Playgrounds
Berms/
Cut/Fill
Slopes/
Landscaping
90%
20%
10%
25%
2%
12/19/2017
Basin
Area (Ac)
Area (Ac)
Area (Ac)
Area (Ac)
Area (Ac)
Area (Ac)
Area (Ac)
Area (Ac)
Area (Ac)
Area (Ac)
Area (Ac)
Area (Ac)
Area (Ac)
Total
Area (Ac)
Percent
Imperv.
OS- I
0.53
0.53
2.00"4,
A
l . l I
0.36
I A7
30.69%
B
1.17
0.86
2.03
23.90%
H -A
1.47
147
2..00%
H -B
2.(13
2.M3
2.00%
0.00
0.00%
0.000
0.00%
0.000
0.00%
0.000
0.{00%
0.000
0.00%
0.0(10
0,00%
.
0.000
0.00%
0.000
0.00%
0.000
0.00%
0.000
0.0(}%
Total:
7.53
USD M Vol 1 - Section 6.0 Runoff
Page
leNt.
UIhITA1H
rwnnurrniran R LAitMn 494 ERVVVunc
WEIGHTED RUNOFF COEFFICIENT VERSUS WATERSHED HED IMPERVIOUSNESS
METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO)
CA = KA + (1.31i 3 - 1.44i ` + 1.135i - 0.12) for CA > or = 0, otherwise CA = 0
CB = (CA + CeD)/2
Cc D = Ken + (0.858i 3 - 0.786i 2 + 0.774i + 0.04)
i = % imperviousness/100 expressed as a decimal
A = Correction factor for Type A soils
K1'1) = Correction factor for Type C and 'l ype D soils
(RO-6)
(1(0-7)
Correction Factors, KA & K(.D
Soil Type
Storm Return Period
2 -Year
5 -Year
10-Yr
100 -Year
A
0.00
C', or D
0.00
- 0.08i + 0.09
-0.14i +0.17
- 0.25i + 0.32
- 0.101 + 0.11
-0.18i + 0.21
- 0.39i + 046
12/19/2017
Basin ID
% Imperv.
i
Soil Type
Correction Factors,
KA & Ken
Runoff Coefficients, C
Basin Area
(Ac)
Total Area
(A►c)
Weighted Runoff Coefficients, C
I Soil Type
5 -Year
10 -Year
100 -Year
2 -Year
5 -Year
I 10 -Year
100 -Year
2 -Year
5 -Year
10 -Year
I 100 -Year I %
+CAS -1
2.00%
0.02
A
B
C or D
0.09
-
0.11
0.17
-
0.21
0.32
-
0.45
0.00
0.03
0.06
0.00
0.08
0.16
0.07
0.17
0.26
0.22
0.36
0.51
0.53
0.00
0.00
0.53
0.00
0.00
0.07
100%
0.22
0%
A
30.69%
0.31
A
B
C or D
0.07
-
0.08
0.13
-
0.15
0.24
-
0.34
0.13
0.18
0.23
0.20
0.25
0.31
0.26
0.32
0.38
0.37
0.47
0.57
1.47
0.00
0.00
1.47
0'.13
0.20
0.26
100%
0.37
0%
B
23.90%
0.24
A
B
C or 0
0.07
-
0.09
0.14
-
0.17
0.26
-
0.37
0.09
0.14
0.19
0.16
0.22
0.28
0.22
0.29
036
0.35
0.45
0.56
2.03
0.00
0.00
2.03
0.09
0.16
0.22
100%
0.35
0%
H -A
2.00%
0.02
A
B
C or D
0.09
-
0.11
0.17
-
0.21
0.32
-
0.45
0.00
0.03
0.06
0.00
0.08
0.16
0.07
0.17
0.26
0.22
0.36
0.51
0.00
1.47
0.00
1.47
0.03
0.08
0.17
0.36
100%
H -B
2.00%
0.02
A
B
C or D
0.09
-
0.11
0.17
-
0.21
0.32
-
0.45
0.00
0.03
0.06
0.00
0.08
0.16
0.07
0.17
0.26
0.22
0.36
0.51
2.03
0.00
0.00
2.03
0.00
0.00
0.07
100%
0.22
0.00%
0.00
A
B
C or D
0.09
-
0.11
0.17
-
0.21
0.32
-
0.46
0.05
0.05
0.04
0.05
0.10
0.15
0.05
0.15
0.25
0.20
0.35
0.50
0.00
0.00
0.00
0.00
10U%
0.00%
0.00
A
B
C or D
0.09
-
0.11
0.17
-
0.21
0.32
-
0.46
0.00
0.02
0.04
0.00
0.08
0.15
0.05
0.15
0.25
0.20
0.35
0.50
0.00
0.00
0.00
0.00
0.00%
0.00
A
B
C or D
0.09
-
0.11
0.17
-
0.21
0.32
-
0.46
0.00
0.02
0.04
0.00
0.08
0.15
0.05
0.15
0.25
0.20
0.35
0.50
0.00
0.00
0.00
0.00
101
0.00%
0.00
A
B
C" or D
0.09
-
0.11
0.17
-
0.2.1
0.32
-
0.46
0.00
0.02
0.04
0.00
0.08
0.15
0.05
0.15
0.25
0.20
0.35
0.50
0.00
0.00
0.00
0.00
I . is ; J
0.00%
0.00
A
B
C or D
0.09
-
0.11
0.17
-
0.21
0.32
-
0.46
0.00
0.02
0.04
0.00
0.08
0.15
0.05
0.15
0.25
0.20
0.35
0.50
0.00
0.00
0.00
0.00
100%
0.00%
0.00
A
B
C or D
0.09
-
0.11
0.17
-
0.21
0.32
-
0.46
0.00
0.02
0.04
0.00
0.08
0.15
0.05
0.15
0.25
0.20
0.35
0.50
0.00
0.00
0.00
0.00
0.00%
0.00
A
B
C or O
0.09
-
0.11
0.17
-
0.21
0.32
-
0.46
0.00
0.02
0.04
0.00
0.08
0.15
0.05
0.15
0.25
0.20
0.35
0.50
0.00
0.00
0.00
0.00
100%
0.00%
0.00
A
B
C or D
0.09
-
0.11
0.17
-
0.21
0.32
-
0.46
0.00
0.02
0.04
0.00
0.08
0.15
0.05
0.15
0.25
0.20
0.35
0.50
0.00
0.00
0.00
0.00
100%
0%
0.00%
0.00
A
B
C or D
0.09
-
0.11
0.17
-
0.21
0.32
-
0.46
0.00
0.02
0.04
0.00
0.08
0.15
0.05
0.15
0.25
0.20
0.35
0.50
0.00
0.00
0.00
0.00
100%
0'�.
0.00%
0.00
A
B
C or 13
0.09
-
0.11
0.17
-
0.21
0.32
-
0.46
0.00
0.02
0.04
0.00
0.08
0.15
0.05
0.15
0.25
0.20
0.35
0.50
0.00
0.00
0.00
0.00
100%
USDCM Vol 1 - Section 6.0 Runoff
Paget
"It UI'_ ._H
1sh4G1h1EERING a LAS N0 SUficdeYIRI13
STANDARD FORM SF -2
TIME OF CONCENTRATION
METI IOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO)
NRCS Conveyance Factors, K
I leavy. Meadow 2.50 Short Grass Pasture & Lawns
TiIIage/ Field 5.00
Nearly Bare Ground
7.00 Grassed Waterway 15.00
10.00 Paved Area 8, Shallow Gutter
20.00
Is the basin Urban or Non -Urban? Non -Urban
ME -
12/19/2017
Sub -Basin Data
Non -Urban
Initial/Overland Time T(i)
Non -Urban
Travel Time T(t)
Non -Urban
Urbanized Basin
T(c)
Check Flow
Length
(Overland)
Design
Point
Drainage Basin
Area (Ac)
C(5)
Length
(11)
Slope (%)
T(i) min
Length
(Il)
Slope (t:)
Coen'.
(K)
Velocity
(fps)
T(t)
(min)
Comp. T(c)
Total
Length
L/180110
Final
T(c) (min)
1
OS -1
0.53
0.00
353
20.8
0
10.00
1.10
0.0
20.8
353
12.0
12.0
�
=_
y�
]
1
' , -L
1
2
A
1.47
0.20
26.8
140
10.00
0.71
3.3
30.1
410
12.3
12.3
3
B
2.03
0.16
10.8
560
10.00
3.16
3.0
13.7
600
13.3
13.3
4
14-A
1.47
0.0S
15.3
1 65
10.00
2.00
1.4
16.7
365
12.0
12.0
5
II -B
2.03
0.00
16.5
190
7.00
1.40
2.3
18.8
390
12.2
12.2
6
0.00
190
7.00
390
10.0
7
0.00
10.00
550
10.0
$
0.00
7.00
300
10.0
9
0.00
10.00
400
10.0
10
0.00
10.00
400
10.0
11
0.00
10.00
400
10.0
12
0.00
10.00
400
10.0
13
0.00
10.00
400
10.0
14
0.00
10.00
'100
10.0
15
0.00
10.00
400
10.0
USDCM Vol 1 - Section 6.0 Runoff
Page 3
sol,qt
U I NTAI-I
CNGIN[CFUMNC :ff. LAND StilWrVIMAc3
STANDARD FORM SF -3
-YR RUNOFF - RATIONAL METHOD
METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO)
5-Yr Rainfall Depth -Duration -Frequency (1 -hr) =
1.2 inlhr
12/19/2017
Design Storm: 5 Year
BASIN INFORMATION
DIRECT RUNOFF
TOTAL RUNOFF
Design
Runoff
T(c
1
Q
T(c)
Sum
I
Q
Point
Drainage Basin
Area (Ac)
Coeff.
(min)
C x A(117%ilr}
(cfs)
(min)Cx
(in/br)
(cfs)
REMARKS
I OS -1 0.53 0.00
12.0 0.00 3.02
0.0
2 A 1.47 0.20
123 0.29 2.98
0.9
3 B 2.03 0.16
133 0.32 2.88
0.9
4 H -A 1.47 0.08
12.0 0.12 3.01
0.4
5 H -B 2.03 0.00
12.2 0.00 2.99
0.0
6 0.00
70.00
8 0.00
9 0.00
10 0.00
11 0.00
12 0.00
13 0.00
14 0.00
15 0.00
USDCM Vol 1 - Section 6.0 Runoff
Page 4
sol,qt
U I NTAI-I
CNGIN[CFUMNC :ff. LAND StilWrYIMAc3
STANDARD FORM SF -3
100-YR RUNOFF - RATIONAL METHOD
METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO)
100-Yr Rainfall Depth -Duration -Frequency (1 -hr) = 2.65 inlhr
12/19/2017
Design Storm: 100 Year
BASIN INFORMATION
DIRECT RUNOFF
TOTAL RUNOFF
Design
Runoff
T(c
1
Q
T(c)
Sum
I
Q
Point
Drainage Basin
Area (Ac)
Coeff.
(min)
A(117%Ilr}
(cfs)
(min)Cx
(in/br)
(cfs)
REMARKS
S
I OS -1 0.53 0.22
12.0 0.12 6.66
0. ?c
2 A 1.47 037
123 0.55 6.59
3.6
3 B 2.03 0.35
133 0.70 6.35
4.5
4 H -A 1.47 0.36
12.0 0!,53 6.65
3.5
5 H -B 2.03 0.22
122 0.44 6.61
2.9
6 0.00
70.00
g 0.00
9 0.00
10 0.00
11 0.00
12 0.00
13 0.00
14 0.00
15 0.00
USDCM Vol l - Section 6.0 Runoff
Page 5
Truck Sales and Service Facility Drainage Report
APPENDIX — DETENTION POND CALCULATIONS
1. Detention Pond -A
2. Detention Pond -B
December 19, 2O17
30
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Circle B 5-51-27 Compressor Pad
Basin ID: Detention Pond - A
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
Determination of MINOR Detention Volume Using Modified FAA Method
Determination of MAJOR Detention Volume Using Modified FAA Method
Design Information (Input):
Design Information (Input):
Catchment Drainage Imperviousness la =
30.76
percent
Catchment Drainage Imperviousness la = 30.76 percent
Catchment Drainage Area A =
1.470
acres
Catchment Drainage Area A = 1.470 acres
Predevelopment NRCS Soil Group Type =
A
A. 6, C. or D
Predevelopment NRCS Soil Gmup Type = A A, B, C, or D
Return Period for Detention Control T =
5
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 Tc =
12
minutes
Time of Concentration of Watershed Tc =
12
minutes
Allowable Unit Release Rate q =
0.27
cfs/acre
Allowable Unit Release Rate q =
0.27
cfs?acre
One -hour Precipitation P1 =
1.20
inches
One -hour Precipitation P1 =
2.6.5
inches
Design Rainfall IDF Formula i = Cis' P11{C2+T.}"C3
Design Rainfall IDF Formula i = C1* f 1!(C2+T,}"C3
Coefficient One C1 = 28.50
Coefficient One C1 =
28.50
Coefficient Two C2 T.
10
Coefficient Two C2 = 10
Coefficient Three C, =
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 = 0.37
Runoff Coefficient C = 0.20
Inflow Peak Runoff Op -in = 0.87 cfs
Inflow Peak Runoff Op -in = 3.55 efs
Allowable Peak Outflow Rate Op -out = 0.40 cfs
Allowable Peak Outflow Rate Cp-out = 0.40 Os
Mod. FAA Minor Storage Volume = 480 cubic feat
Mod. FAA Major Storage Volume = 4;795 cubic feet
Mod. FAA Minor Storage Volume = 0.011 acre -ft
Mod. FAA Major Storage Volume = 0.118 acre -ft
5
c.- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5 -Minutes}
Rainfall
Duration
minutes
(input)
Rainfall
Intensity
inches/ hr
(output)
Inflow
Volume
acre -fit
(output)
Adjustment
Factor
"m"
(output)
Average
Outflow
cfs
(output)
Outflow
Volume
acre -fact
{output)
Storage
Volume
acro-fcot
(output)
Rainfall
Duration
m intltos
(input)
Intensity
inches
(output)
Rainfall
1 hr
Inflow
Volume
acro-foot
(output)
Adjustment
Factor
"m"
(output)
Average
Outflow
cfs
(output)
Outflow
Volume
acro-fort
(output)
Storage
Volume
acro-foct
(output)
0
0.00
0.000
0.00
0.00
0.000
0.000
0
0.00
0,000
0.00
0.00
0.000
0.000
5
4.04
0-008
1.00
0.40
0.003
0:005
5
8.92
0.033
1-00
0.40
0.003
0-[131
10
3.22
0.013
1.00
0.40
0.006
0.008
10
7,11
0.053
1.00
0.40
0.006
0.048
15
2.70
0.016
0.91
0.36
0.008
0.009
15
5,96
0,067
0.91
0.36
0.008
0.059
20
2.34
0-019
0-81
0.32
0-009
0.010
20
5.16
0.077
0.6.1
0.32
0.009
0.068
25
2.07
0.021
0.75
0.30
0.010
0.011
25
4.57
0,086
0.75
0.30
0.410
0.075
30
1,86
0.023
0.71
0.28
0.012
0.011
30
4.11
0,092
0.71
0.28
0.012
0.081
35
1.70
0.024
0.68
0.27
0.013
0.011
35
3.75
0.098
0-68
0.27
0-013
0:085
40
3.45
0.103
0.65
0.26
0-014
0.089
40
1.56
0.025
0.65
0.26
0.014
0.011
45
1.45
0.025
0.64
0.25
0.016
0.011
45
3,20
0.108
D.64
0.2.5
0.016
11092
50
1.35
0.027
0.62
0.25
0.017
0.010
50
2.99
0.112
0.62
0.25
0.017
0-095
55
1.27
0.028
0;61
0.24
0.019
0.010
55
2.80
0.116
0.61
0.24
0.019
0.097
6D
1.20
0.029
0,60
0,24
0.020
0,009
60
2.64
0.119
0.60
0.24
0.020
0.099
65
1.13
0.030
0.59
0-24
0.021
0-009
65
2.50
0.122
0-59
0.24
0-021
0.101
70
2.38
0.125
0.59
0.24
0.023
0.102
70
1.08
0.031
0.59
0.24
0.023
0.008
75
1.03
0.031
0.58
0.23
0,024
0.007
75
2,27
0.127
D.58
0.23
0.024
11103
80
0-98
0-032
0.56
0.23
0.025
0.006
80
2.17
0.130
0.56
0.23
0.025
0.105
85
0.94
0.032
0.57
0.23
0.027
0.006
85
2.08
0.132
0.57
0.23
0.027
0.106
90
0.90
0.033
0..57
0,23
0.028
0.005
90
2.00
0.135
0.57
0.23
0.028
0.106
95
0-87
0.033
0.56
0.23
0.030
0.004
95
1.92
0.137
0.56
0-23
0.030
0-107
100
1.85
0.139
0.56
0.22
0.031
0.108
100
0.64
0.034
0.56
0.22
0.031
0.003
105
0.81
0.034
0.56
0.22
0,032
0.002
105
1.79
0.141
0,56
D.22
0,032
D,108
110
0.76
0-035
0.56
0-22
0.034
0-001
110
1.73
0.142
0-56
0.22
0-034
0.109
115
0.76
0.035
0.55
0.22
0.035
0.000
115
1.67
0.144
0.55
0.22
0.035
0.109
120
0.73
0.036
0,55
0,22
0.036
-0.00'1
120
1,62
0.145
D.55
0.22
D.036
0.109
125
0.71
0-036
0.55
0.22
0.038
-0.002
125
1.57
0.147
0.55
0-22
0.036
0-110
130
1.53
0.149
0.55
0.22
0.039
0.110
130
0.69
0.036
0.55
0.22
0.039
-0.003
135
0.57
0.037
0.55
0.22
0,041
-0,014
135
149
0.151
0,55
0.22
0.041
0.110
140
0.66
0-037
0.54
0.22
0.042
-0.005
140
1.45
0.152
0.54
0.22
0.042
0-110
145
0.64
0.038
0.54
0,22
0.043
-0.006
145
1.41
0.153
0.54
222
0.043
0.110
150
0.62
0.038
0,54
0.22
0,045
-0,007
150
1.38
0.155
0.54
D.22
0,045
0.110
155
0.61
0-038
0.54
0.22
0.046
-0.008
155
1.34
0.156
0.54
0-22
0.046
0-110
160
1.31
0.157
0.54
0.22
0,047
0.110
160
0.59
0.039
0.54
0.22
0.047
-0.009
165
0.58
0.039
0.54
0.21
0,049
-0.010
165
1.28
0.159
0,54
0.21
0.049
0.110
170
0.57
0-039
0.54
0.21
0.050
-0.011
170
1.26
0.160
0.54
0-21
0.050
0-110
175
0.56
0.039
0.54
0.21
0.052
-0.012
175
1.23
0.161
0.54
0.21
0.052
0.109
1811
0.54
0.040
0.53
0,21
0.053
-0.013
180
1.20
0.162
0.53
D.21
0.053
0.109
185
0-53
0.040
0.53
0.21
0.054
-0.014
185
1.16
0.163
0.53
0-21
0.054
0-109
190
1.15
0.164
0.53
0.21
0.056
0.109
190
0.52
0.040
0.53
0.21
0.056
-0.015
195
0.51
0.041
0.53
0.21
0.057
-0,017
195
1.13
0.165
0.53
0.21
0,057
0,108
200
0.50
0-041
0-53
0.21
0-058
-0.018
200
1.11
0.167
0.53
0.21
0.058
0.108
205
0.49
0.041
0.53
0.21
0.060
-0.019
205
1.09
0.168
0.53
4.21
0.060
0.108
210
0.49
0.041
0..53
021
0.061
-0.020
210
1.07
0.169
0.53
0.21
0.051
0.107
215
0.48
0.041
0.53
0.21
0.063
-0.021
215
1.05
0.170
0.53
0-21
0.063
0-107
220
1.03
0.170
0.53
0.21
0.064
0.106
220
0.47
0.042
0.53
0.21
0.064
-0.022
225
0.46
0.042
0.53
0.21
0,065
-0,023
225
1.02
0.171
0.53
D.21
0,065
2.106
230
0.45
0.042
0.53
0.21
0.067
-0.025
230
1.00
0.172
0.53
0.21
0.067
0.106
235
0.45
0.042
0.53
0.21
0.068
-0.026
235
0.98
0.173
0.53
0.21
0.068
0.105
240
0.44
D.043
0.53
0,21
0.070
-0,027
240
0.97
0.174
0.53
0,21
0,070
0,105
245
0.43
0-043
0-53
0.21
0-071
-0.028
245
0-95
0.175
0.53
0.21
0.071
0.104
250
0.94
0.176
0.52
0.21
0.072
0.104
250
0.43
0.043
0.52
0.21
0.072
-0.029
255
0.42
0.043
0.52
0.21
0,074
-0.030
255
0.93
0.177
0.52
D.21
0.074
0.103
260
Q.41
0.043
0.52
0.21
0.075
-0.032
26Q
0-91
0.170
0.52
0-21
0.075
0-103
265
0.41
0.044
0.52
0.21
0.076
-0.033
265
0.90
0.178
0.52
0.21
0,076
0.102
27D
0.40
0.044
0.52
0,21
0.078
-0,034
270
0.89
0.179
0,52
D,21
0.078
0,101
275
0.40
0-044
0.52
0.21
0-079
-0.035
275
0-87
0.180
0.52
0.21
0.079
0.101
280
0.39
0.044
0.52
0.21
0.081
-0.036
280
0.86
0.181
0.52
0.21
0.081
0,100
285
0.38
0.044
0.52
0.21
0.082
-0,037
285
0.8.5
0.181
0,52
0.21
0,082
0.100
290
0.38
0.045
0.52
0.21
0033
-0.039
290
0.81
0.182
0.52
0.21
0.083
0.099
295
0.53
0.183
0.52
0.21
0.085
0.098
295
0.37
0.045
0.52
0.21
0.085
-0.040
300
0.37
0.045
0.52
0.21
0.085
-0,041
300
0.82
0.184
0.52
0,21
0,086
D.098
Mod. FAA Minor Storage Volume (cubic ft.) = 480 Mod. FAA Major Storage Volume Icubic ft.) _
Mod. FAA Minor Storage Volume (acre -ft.) = 0.0110 Mod. FAA Major Storage Volume (acre -ft.)
UIJFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
4,796
0.1101
UD-Detention_v2.34-A, Modified FAA
12119/2017, 11:21 AM
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Circle B 5-51-27 Compressor Pad
Basin ID: Detention Pond - A
Inflow and Outflow Volumes vs. Rainfall Duration
0.2
0.18
0.16
0.14
0.12
4-77
C)
vir
a)
C) 0.1
a)
E
0.08
0.06
0.04
0.02
4
50 100 150 200
250
300
—
"le ..,
Duration (Minutes)
-4- multi' Stchn Infldar Volumt
--dr.. retinae StOrul Outflow Vbtumr Miridr attire' Staragfi volumt majdr SWIM Inflow Value* —i— tlfiirjOr Storvf Outflow %%lumd • MJOr' SIOnd Storayt Yalurd4
350
UDFOD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
UD-Detention_v2.34-A, Modified FAA
12119/2017, 11:21 AM
STAGE -STORAGE SIZING FOR DETENTION BASINS
Project: Circle B 5-61-27 Compressor Pad
Basin ID: Detention Pond - A
Site Slope Z
4 re> -4
Side Slope 2
Design Information (Input):
Width of Basin Bottom, W =
Length of Basin Bottom, L =
Dam Side -slope (IH:V), Zci =
Stage -Storage Relationship:
Dant
W
.t
3.00
ft
ft
ftift
Side Slope Z
Sigh
lsoscele
Circ
Flow
Side Slope Z
{
Check Basin Shape
t Triangle
Triangle
tectangle
e I Ellipse
Irregular
X
Storage Requirement from Sheet 'Modified FAA':
Storage Requirement from Sheet 'Hyd rograph':
Storage Requirement from Sheet 'Full -Spectrum':
L
OR...
OR...
OR...
OR...
(Use Overide values in cells G32:G52)
MINOR MAJOR
0.01
0.11
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 Volumes
for WOCV, Minor,
& Major Storage
Volumes
(for goal seek)
4509.70
0
0.000
0.000
4509.80
0.00
0.00
253
13
0.006
0.000
4509.90
0.00
0.00
874
69
0.020
0.002
4510.00
0.00
0.00
1,279
177
0.029
0.004
4510.10
0.00
0.00
1,339
308
0.031
0.007
4510.20
0.00
0.00
1,386
444
0.032
0.010
4510.30
0.00
0.00
1,432
585
0.033
0.013
4510.40
0.00
0.00
1,480
730
0.034
0.017
4510.50
0.00
0.00
1,528
881
0.035
0.020
4510.60
0.00
0.00
1,576
1,036
0.036
0.024
4510.70
0.00
0.00
1,625
1,196
0.037
0.027
4510.80
0.00
0.00
1,675
1,361
0.038
0.031
4510.90
0.00
0.00
1,725
1,531
0.040
0.035
4511.00
0.00
0.00
1,776
1,706
0.041
0.039
4511.10
0.00
0.00
1,827
1,886
0.042
0.043
4511.20
0.00
0.00
1,879
2,072
0.043
0.048
4511.30
0.00
0.00
1,932
2,262
0.044
0.052
4511.40
0.00
0.00
1,985
2,458
0.046
0.056
4511.50
0.00
0.00
2,039
2,659
0.047
0.061
4511.60
0.00
0.00
2,093
2,866
0.048
0.066
WQCV
4511.70
0.00
0.00
2,147
3,078
0.049
0.071
4511.80
0.00
0.00
2,203
3,295
0.051
0.076
4511.90
0.00
0.00
2,259
3,518
0.052
0.081
4512.00
0.00
0.00
2,315
3,747
0.053
0.086
4512.10
0.00
0.00
2,372
3,981
0.054
0.091
4512.20
0.00
0.00
2,430
4,221
0.056
0.097
4512.30
0.00
0.00
2,488
4,467
0.057
0.103
4512.40
0.00
0.00
2,547
4,719
0.058
0.108
4512.50
0.00
0.00
2,606
4,977
0.060
0.114
4512.60
0.00
0.00
2,666
5,240
0.061
0.120
100-YR WSEL
4512.70
0.00
0.00
2,726
5,510
0.063
0.126
4512.80
0.00
0.00
2,787
5,785
0.064
0.133
4512.90
0.00
0.00
2,849
6,067
0.065
0.139
4513.00
0.00
0.00
2,911
6,355
0.067
0.146
4513.10
0.00
0.00
2,973
6,649
0.068
0.153
4513.20
0.00
0.00
3,037
6,950
0.070
0.160
4513.30
0.00
0.00
3,100
7,257
0.071
0.167
4513.40
0.00
0.00
3,165
7,570
0.073
0.174
4513.50
0.00
0.00
3,230
7,890
0.074
0.181
4513.60
0.00
0.00
3,295
8,216
0.076
0.189
4513.70
0.00
0.00
3,358
8,549
0.077
0.196
#N/A
##N/A
#N/A
##NVA
#N/A
##N/A
U D -Detention v2.34 -A, Basin
12/19/2017, 11:21 AM
U)
STAGE -STORAGE SIZING FOR DETENTION BASINS
Project:
Basin ID:
1
STAGE -STORAGE CURVE FOR THE POND
4514.20
4513.70
4513.20
4512.70
4512.20
4511.70
4511.20
4510.70
4510.20
4509.70 �
0.00
0.05 0.10 0.15 0.20 0.25
Storage (acre-feet)
I
U D -Detention v2.34 -A, Basin
12/19/2017, 11:21 AM
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project Circle B 5-61-27 Compressor Pad
Basin ID: Detention Pond - A
WQCV Design Volume (Input):
Catchment Imperviousness, la =
Catchment Area, A =
Depth at WQCV outlet above lowest perforation. H =
Vertical distance between rows, h =
Number of rows, NI. =
Orifice discharge coefficient, Co =
Slope of Basin Trickle Channel, S =
Time to Drain the Pond =
Watershed Design Information (Input):
Percent Soil Type A
Percent Soil Type B
Percent Soil Type CID =
Outlet Design Information (Output):
3
31.0
1.47
2
8.00
3.00
0.67
0.004
72
100
percent
acres
feet
inches
ft? ft
hours
Diameter of holes, O =
Number of holes per row, N =
Height of slot. H
Width of slot, W =
Water Quality Capture Volume, WQCV =
Water Quality Capture Volume (WQCV) _
Design Volume (WQCV 1 12 * Area * 1.2) Vol =
Outlet area per row, A0
Total opening area at each row based an user -input above. A0
Total opening area at each row based on user -input above, A0 =
0.317
1
OR
inches
inches
inches
0.148 watershed inches
0.018 acre-feet
0.022 acre-feet
0.08 square inches
0.08 square inches
0.001 square feet
o a
0
0
O
O
O
O
O
O
O
O D
a 0 O
0 a
O00O
O O
0 a
° O O °
O O
C O
° o
a a
0
0
Perforated
Plate
Examples
Central Elevations of Rows of Holes in feet
II
Flow
Row 1
Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9
Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23
Row 23
1.00
1'.67 �
2.33
I
I
I
I
I
I
I
I
Collection Capacity for Each Row of Holes in cfs
4509.70
0.1984
0.1984 0,1984
0.60
4509.80
0.1984
0.1984 0,1984
0.60
4509.90
0.1984
0.1984 0.1984
0.60
4510.00
0.1984
0.1984 0.1984
0.60
4510.10
0 198
0.1984 0.1984
0.60
4510.20
0.1985
0.1.984 0.1984
I
I
0.60
4510.30
0.1985
0.1984 0.1984
0.60
4510.40
0.1985
0.1984 0.1984
0.60
4510.50 I
0.1985
I
0.1984 I 0.1984 I
I II
I
IIII
I
II
0.60
4510.60
0.1985
0.1984
0.1984
0.60
4510.70
0.1985
0.1984
0.1984
0.60
4510.80
0.1985
0.1985
0.1984
D.60
4510.90I
0.1985
0.1985
0.1984
IIII
IIII
II
0.60
4511.00
0.1985
0.1985
0.1984
0.60
4511.10
0.1985
0.1985
0.1984
0.60
4511.20
0.1985
0.1985
0.1984
0.60
4511.30
0.1985
0.1985
0.1984
0.60
4511.40
0.1985
0.1985
0.1985
0.60
4511.50
0.1985
0.1985
0.1985
0.60
4511.60
0.1985
0.1985
0.1985
0.60
4511.70
0.1985
0.1985
0.1985
0.60
4511.80 I
0.1985
0.1985
0.1985
_
0.60
4511.90
0.1985
0.1985
0.1985
0.60
4512.00
0.1985
0.1985
0.1985
0.60
4512.10
0.1985
0.1985
0.1985
0.60
4512.20
0.1985
0.1985
0.1985
0.60
4512.30
0.1985
0.1985
0.1985
0.60
4512.40
0.1985
0.1985
0.1985
0.60
4512.50
0.1985
0.1985
0.1985
0.60
4512.60
0.1985
0.1.985
0.1985
0.60
4512.70
0.1985
0.1985
0.1985
0.60
IIN/A
#N?A
h'INI/A
MIA
UN?A
UN?A
UUN?A
#N!A
#N?A
MIA
f1N?A
MA
'NIA
UN?A
UN?A
MIA
f!N?A
MIA
ftN?A
MIA
MIA
UN?A
UN IA
#14/A
UN?A
UN?A
MIA
#N/A
MIA
ftN?A
MIA
#QUA
#N?A
UN?A
UN?A
#N/A
#N?A
#N/A
UtN?A
MIA
MIA
MIA
#N?A
#N!A
tfN?A
f1N?A I
OM#N!A
MIA
t1N?A
f1N?A
MIA
Override
Area
Row 1
Override
Area
Row 2
Override
Area
Row 3
Override
Area
Row 4
Override
Area
Row 5
Override
Area
Row6
Override
Area
Row 7
Override
Area
Row 8
Override
Area
Row 9
Override
Area
Row 10
Override
Area
Row 11
Override
Area
Row 12
Override
Area
Row 13
Override
Area
Row 14
Override
Area
Row 15
Override
Area
Row 1.6
Override
Area
Row 17
Override
Area
Row 18
Override
Area
Row 19
Override
Area
Row 20
Override
Area
Row 21
Override
Area
Row 22
Override
Area
Row 23
Override
Area
Row 24
UD-Detention v2.34 -A, WQCV
1211912017, 1121 AM
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: Circle B 5-61-27 Compressor Pad
Basin ID: Detention Pond - A
STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE
4513.00
45'12.50
45 12.00
4511.50
Stage (feet, elev.}
4511.00
4510.50
4510.00
4509.50
4509.00
0.60
0.60 0.60
Discharge (cfs)
0.60 0.60
0.60
UD-Detention v2.34 -A, WQCV 12/1912011, .11:21 AM
RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
Project: Circle B 5-61-27 Compressor Pad
Basin ID: Detention Pond - A
Did.
To _
X
C
Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)
Water Surface Elevation at Design Depth
Pipe/Vertical Orifice Entrance Invert Elevation
Required Peak Flow through Orifice at Design Depth
Pipe/Vertical Orifice Diameter (inches)
Orifice Coefficient
Full -flow Capacity (Calculated)
Full -flow area
Half Central Angle in Radians
Full -flow capacity
Calculation of Orifice Flow Condition
Half Central Angle (0cThetac3.1416)
Flow area
Top width of Orifice (inches)
Height from Invert of Orifice to Bottom of Plate (feet)
Elevation of Bottom of Plate
Resultant Peak Flow Through Orifice at Design Depth
Elev: WS =
Elev: Invert =
Dia =
C0-
Af =
Theta -
Of =
Percent of Design Flow =
Theta =
A0
T�=
Y0=
Elev Plate Bottom Edge =
QO _
Width of Equivalent Rectangular Vertical Orifice Equivalent Width =
Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. =
#1 Vertical
Orifice
#2 Vertical
Orifice
4,512.70
4,509/0
0.40
6,0
0.55
0.20
3.14
1.4
360%
1.19
0.05
5.58
0.16
4,509.86
0.4
0.31
4,509.78
feet
feet
cfs
inches
sq ft
rad
cfs
rad
sgft
inches
feet
feet
cfs
feet
feet
LID -Detention v2.34 -A, Restrictor Plate 12/19/2017, 11:21 AM
STAGE -DISCHARGE SIZING OF THE SPILLWAY
Project: Circle B 5-61-27 Compressor Pad
Basin ID: Detention Pond - A
Design Information (input):
Bottom Length of Weir
Angle of Side Slope Weir
Elev. for Weir Crest
Gaef. for Rectangular Weir
Coef. for Trapezoidal Weir
Calculation of Spillway Capacity (output):
L=
Angle =
EL. Crest =
`w
't
5.00
75.96
4,512.70
3.0 0
3.00
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)
4509.70
0.00
0.00
0.00
0.00
4509.80
0.00
0.00
0.00
0.00
4509.90
0.00
0.00
0.00
0.00
4510.00
0.00
0.00
0.00
0.00
4510.10
0.00
0.00
0.00
0.00
4510.20
0.00
0.00
0.00
0.00
4510.30
0.00
0.00
0.00
0.00
4510.40
0.00
0.00
0.00
0.00
4510.50
0.00
0.00
0.00
0.00
4510.60
0.00
0.00
0.00
0.00
4510.70
0.00
0.00
0.00
0.00
4510.80
0.00
0.00
0.00
0.00
4510.90
0.00
0.00
0.00
0.00
4511.00
0.00
0.00
0.00
0.00
4511.10
0.00
0.00
0.00
0.00
4511.20
0.00
0.00
0.00
0.00
4511.30
0.00
0.00
0.00
0.00
4511.40
0.00
0.00
0.00
0.00
4511.50
0.00
0.00
0.00
0.00
4511.60
0.00
0.00
0.00
0.00
4511.70
0.00
0.00
0.00
0.00
4511.80
0.00
0.00
0.00
0.00
4511.90
0.00
0.00
0.00
0.00
4512.00
0.00
0.00
0.00
0.00
4512.10
0.00
0.00
0.00
0.00
4512.20
0.00
0.00
0.00
0.00
4512.30
0.00
0.00
0.00
0.00
4512.40
0.00
0.00
0.00
0.00
4512.50
0.00
0.00
0.00
0.00
4512.60
0.00
0.00
0.00
0.00
4512.70
0.00
0.00
0.00
0.00
4512.80
0.47
0.04
0.51
0.51
4512.90
1.34
0.21
1.56
1.56
4513.00
2.46
0.59
3.06
3.06
4513.10
3.79
1.21
5.01
5.01
4513.20
5.30
2.12
7.42
7.42
4513.30
6.97
3.35
10.32
10.32
4513.40
8.78
4.92
13.70
13.70
4513.50
10.73
6.87
17.60
17.60
4513.60
12.81
9.22
22.03
22.03
4513.70
15.00
12.00
27.00
27.00
#N/A
#NIA
#NIA
#N/A
#NIA►
#N/A
#N/A
#N/A
#N/A
#N/A
ttNIA
#NIA
#N/A
#N/A
#N/A
feet
degrees
feet
UD-Detention_ x2.34 -A, Spillway 12/19/2017, 11:21 AM
STAGE -DISCHARGE SIZING OF THE SPILLWAY
Project: Circle B 5-61-27 Compressor Pad
Basin ID: Detention Pond - A
STAGE -STORAGE -DISCHARGE CURVES FOR THE POND
0
4514.2 _
4513.7
4513.2
0 4512.7
ecD
4512.2
O)
s
4511/
4511.2
4510.7
4510.2
4509.7
Storage (Acre -Feet)
0.05 0.1 0.15 0.2 0.25
•
5
10 15
Pond Discharge (cfs)
20
25
30
I UTA_ UISC-A1Ca
Sris cRY uISCHAKCL
UD-Detention_ x2.34 -A, Spillway
12/19/2017, 11:21 AM
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Circle B 5-51-27 Compressor Pad
Basin ID: Detention Pond - B
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
Determination of MINOR Detention Volume Using Modified FAA Method
Determination of MAJOR Detention Volume Using Modified FAA Method
Design Information (Input):
Design Information (Input):
Catchment Drainage Imperviousness la =
24.00
percent
Catchment Drainage Imperviousness la = 24.00 percent
Catchment Drainage Area A =
2.020
acres
Catchment Drainage Area A = 2.020 acres
Predevelopment MRCS Soil Group Type =
A
A. B; C. or D
Predevelopment NRCS Soil Gmup Type = A A, B, C; or D
Return Period for Detention Control T =
5
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 Tc =
13
minutes
Time of Concentration of Watershed Tc =
13
minutes
Allowable Unit Release Rate q =
0.15
cfs/acre
Allowable Unit Release Rate q =
0.15
cfs?acre
One -hour Precipitation P1 =
1.20
inches
One -hour Precipitation P1 =
2.65
inches
Design Rainfall IDF Formula i = Cis' P11{C2+T.}"C3
Design Rainfall IDF Formula i = C1* f i1(C2+T,}"C3
Coefficient One C1 = 28.50
Coefficient One C1 =
28.50
Coefficient Two C2=
10
Coefficient Two C2 = 10
Coefficient Three C.,!=
0.769
Coefficient Three C, = 0.789
Determination of Average Outflow from the Basin (Calculated):
Determination of Average Outflow from the Basin (Calculated):
Runoff Coefficient C = 0.35
Runoff Coefficient C = 0.16
Inflow Peak Runoff Op -in = 0.94 cfs
Inflow Peak Runoff Op -in = 4.55 cfs
Allowable Peak Outflow Rate Op -out = 0.30 cfs
Allowable Peak Outflow Rate Qp-out = 0.30 Os
Mod. FAA M inor Storage Volume = 747 cubic feat
Mod. FAA Major Storage Volume = 7;600 cubic feet
Mod. FAA Minor Storage Volume = 0.017 acre -ft
Mod. FAA Major Storage Volume = 0.174 acre -ft
5
c- Enter Rainfall Duration Incremental Increase Value Here ie.g. 5 for 5 -Minutes}
Rainfall
Duration
minutes
(input)
Rainfall
Intensity
inches/ hr
(output)
Inflow
Volume
am -foot
(output)
Adjustment
Factor
"m"
(output)
Average
Outflow
cfs
(output)
Outflow
Volume
acre -font
{output)
Storage
Volume
acro-fcot
(output)
Rainfall
Duration
Al intltos
(input)
Intensity
inches
(output)
Rainfall
t hr
Inflow
Volume
acro-foot
(output)
Adjustment
Factor
"m"
(output)
Average
Outflow
cfs
(output)
Outflow
Volume
acro-foot
(output)
Storage
Volume
acro-foct
(output)
0
0.00
0.000
200
0.00
2000
0.000
0
0.00
0.000
0.00
0.00
0.000
0.000
5
4.04
0-009
1.00
0.30
0.002
0-007
5
8.92
0.043
1.00
0.30
0.002
0.041
10
3.22
0.014
1.00
0.30
0.004
0.010
10
7.11
0.069
1.00
0.30
0.004
0.065
15
2.70
0.018
0.92
0.28
0.006
0.012
15
5.95
0.087
0.92
0.28
0.006
0.081
20
2.34
0-021
0.82
0.25
0-007
0.014
20
5.16
0.100
0.82
0.25
0-007
0.094
25
2.07
0.023
0.75
0.23
0.008
0.015
25
4.57
0.111
0.75
0.23
0.008
0.103
30
1.86
0.025
0.71
0.21
0.009
0.016
30
4.11
0.120
0.71
0.21
0.009
0.111
35
1.70
0.026
0.66
0.20
0.010
0.017
35
3.75
0.128
0-68
0.20
0.010
0.118
40
3.45
0.134
0.66
0.20
0.011
0.123
40
1.56
0.028
0.66
0.20
0.011
0.017
45
1.45
0.029
0.64
0.19
0,012
0.017
45
3.20
0.140
0.64
1119
0.012
11.128
50
1.35
0-030
0.63
0.19
0.013
0.017
50
2.99
0.145
0.63
0.19
0013
0.132
55
1.27
0.031
0.62
0.18
0.014
0.017
55
2.80
0.150
0.62
0.18
0.014
0.136
60
1.20
0.032
0,61
0.18.
0,015
0.017
60
2.64
0.155
0.61
0.18
0.015
0.139
65
1.13
0-033
0.60
0-18
0.016
0-017
65
2.50
0-159
0-60
0.18
0-016
0.142
70
2.38
0.162
0.59
0.18
0.017
0.145
70
1.08
0.034
0.59
0.18
0.017
0.016
75
1.113
0.034
0.56
0.18
0.018
0.016
75
2.27
0.166
0.58
4.18
0.018
11.148
80
0-90
0-035
0.56
0.17
0.019
0.016
80
2.17
0-169
0.56
0.17
0.019
0.150
85
0.94
0.036
0.57
0.17
0.020
0.015
85
2.08
0.172
0.57
0.17
0.020
0.152
90
0.90
0.036
0.57
0,17
0.021
0.015
90
2.00
0.175
0.57
0.17
0.021
0.154
95
1.92
0.176
0.57
0.117
0.022
0-155
95
0.8.7
0-037
0.57
0.17
0.022
0.015
100
1.85
0.180
0.56
0.17
0.023
0.157
100
0.64
0.037
0.56
0.17
0.023
0.014
105
0.51
0.038
0.56
0.17
0.024
0.014
105
1.79
0.183
0.56
0.17
0.024
0.158
110
0.78
0-036
0.56
0.17
0.025
0-013
110
1.73
0_185
0-56
V.17
0-025
0.160
115
0.76
0.039
0.56
0.17
0.026
0.012
115
1.67
0.187
0.56
0.17
0.026
0.161
120
0.73
0.039
0.55
0.17
0,027
0.012
120
1.62
0.190
0.55
0.17
0.027
0.162
125
0.71
0.040
0.55
0.17
0.028
0.011
125
11.57
0.192
0.55
0.17
0.028
0.163
130
1.53
0.194
0.55
0.16
0.029
0.164
130
0.69
0.040
0.55
0.16
0.029
0.011
135
0.57
0.041
0.55
0.15
0.031
0.010
135
1.49
0.195
0.55
0.16
0.031
0.165
140
0-66
0.041
0.55
0.16
0.032
0.009
140
1.45
0.198
0.55
0A6
0.032
0.160
145
0.64
0.041
0.54
0.16
0.033
0.009
145
1.41
0.199
0.54
O16
0.033
0.167
150
0.62
0.042
0.54
0.16
0.034
0.008
150
1.38
0.201
0.54
0.15
0.034
0.165
155
0.61
0-042
0-54
0.16
0-035
0.007
155
1.34
0.203
0.54
0-46
0.035
0-168
160
1.31
0.205
0.54
0.16
0.036
0.169
160
0.59
0.042
0.54
0.16
0.036
0.007
165
0.58
0.043
0.54
0.15
0.037
0.006
165
1.28
0.205
0.54
0.16
0.037
0.169
170
0.57
0.043
0.54
0.16
0.038
0.005
170
1.26
0-208
0.54
0-16
0.036
0-170
175
1.23
0.209
0.54
0.16
0.039
0.171
175
0.56
0.043
0.54
0.16
0.039
0.005
180
0.54
0.044
0.54
0.16
0.040
0.004
180
1.20
0.211
0.54
0.15
0.040
0.171
1185
0.53
0.044
0.53
0.16
0.041
0.003
185
1.16
0.212
0.53
0.16
0.041
0.171
190
0.52
0.044
0.53
0.16
0.042
0.002
190
1.15
0.214
0.53
0.16
0.042
0.172
195
0.51
0.045
0.53
0.16
0.04.3
0.002
195
1.13
0.215
0.53
0.15
0.043
0.172
200
0-50
0-045
0-53
0.16
0-044
0.001
200
1.11
0.216
0.53
0.16
0.044
0.173
205
0.49
0.045
0.53
0.16
0.045
0.000
205
1.09
0.218
0.53
0.16
0.045
0.173
210
0.49
11.045
0.53
0.16
0.046
-0.001
210
1.07
0219
0.53
0.16
0.046
0.173
215
0.48
0.046
0.53
0.16
0.047
-0.001
215
1.05
0.220
0.53
0-16
0.047
0-1173
220
1.03
0.222
0.53
0.16
0.048
0.174
220
0.47
0.046
0.53
0.16
0.048
-0.002
225
0.46
0.046
0.53
0.16
0.049
-0.003
225
1.02
0.223
0.53
0.15
0.049
0,174
230
0.45
0-046
0-53
0.16
0-050
-0.004
230
1.00
0-224
0.53
0.16
0.050
0.174
235
0.45
0.047
0.53
0.16
0.051
-0.005
235
0.98
0.225
0.53
0.16
0.051
0.174
240
0.44
0.047
0.53
0.16
0.052
-0.005
240
0.97
0.226
0.53
0.15
0.052
0.174
245
0.43
0-047
0-53
0.16
0-053
-0.006
245
0-95
0.227
0.53
0.16
0.053
0.174
250
0.94
0.229
0.53
0.16
0.054
0.174
250
0.43
0047
0.53
0.16
0.054
-0.007
255
0.42
0.048
0.52
0.16
0.055
-0.008
255
0.93
0.230
0.52
0.16
0,055
0.174
260
0.41
0.048
0.52
0.16
0.056
-0.009
260
0-91
0.231
0.52
0-16
0.056
0.174
265
0.41
0.048
0.52
0.16
0.057
-0.009
265
0.90
0.232
0.52
0.16
0.057
0.174
270
0.40
0.048
0.52
0.16
0.058
-0.010
270
0.8.9
0.233
0.52
0.15
0.058
0.174
275
0.40
0-048
0.52
0.16
0-059
-0.011
275
0.67
0.234
0.52
0.16
0.059
0.174
280
0.86
0.235
0.52
0.16
0.060
0.174
280
0.39
0.049
0.52
0.16
0.060
-0.012
285
11.38
0.049
0.52
0.16
0.1162
-0.013
285
0.86
0.236
0.52
0.16
0.062
0.174
290
0.38
0.049
0.52
0.16
0.063
-0.014
290
0.64
0.237
0.52
0.16
0.063
0.174
295
0.83
0.238
0.52
0.16
0.064
0.174
295
0.37
0.049
0.52
0.16
0.064
-0.014
300
0.37
0.049
0.52
0.16
0.065
-0.015
300
0.8.2
0.239
0.52
0.15
0.065
0,174
Mod. FAA Minor Storage Volume (cubic ft.) = 747 Mod. FAA Major Storage Volume (cubic ft.) _
Mod. FAA Minor Storage Volume (acre -ft.) = 0.0171 Mod. FAA Major Storage Volume (acre -ft.) a
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
7,600
0.1745
UD-Detention_v2.34-8. Modified FAA
12119/2017, 11;10AM
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Circle B 5-51-27 Compressor Pad
Basin ID: Detention Pond - B
Inflow and Outflow Volumes vs. Rainfall Duration
0.3
0.25
0.2
0.1
0.05
•• ,
•••••••••••••••
t t
►••••�••••�••
I
•
0
•
0
L
i t
-'
J
-
- r,r
1f
-,
'
11`I `:I CD
C00 l!''}}
n
50 100 150 200
Duration (Minutes)
250
300
—:- Minor Storm Inflow Volume --a—Minor Storm Outflow Volume o MInorStorn Storage Volumo —' MajorSwmr Inflow Volume —e— Major Storm Outflow Volume • Major Storm Storage. Volume
350
UDFOD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
UD-Detention_v2.34-B, Modified FAA
12119/2017, 11:10 AM
STAGE -STORAGE SIZING FOR DETENTION BASINS
Project: Circle B 5-61-27 Compressor Pad
Basin ID: Detention Pond - B
Dam
Design Information (Input):
Width of Basin Bottom, W =
Length of Basin Bottom, L re -
Darn Side -slope (I-l:V), Zd _
Stage -Storage Relationship:
Dam
2000
110.00
3.00
Side Slope Z
ft
ft
ft/ft
L
( Side Slope Z
Rig h
Isosceles
F
Ciro
Flow
4
Check Basin Shape
t Triangle
i Triangle
Zectangle
e / Ellipse
X
Irregular
Storage Requirement from Sheet 'Modified FAN:
Storage Requirement from Sheet 'Hyd rograph' :
Storage Requirement from Sheet 'Full -Spectrum'.
MINOR
L
OR...
OR_..
OR...
OR_..
(Use Overide values in cells G32:G52)
MAJOR
0.02
0.17
acre -ft.
acre -ft.
acre -ft.
Labels
for WQCV, Minor,
& Major Storage
Stages
(input)
Water
Surface
Elevation
ft
(input)
Side
Slope
(H:V)
ftlft
Below El.
(input)
Basin
Width at
Stage
ft
(output)
Basin
Length at
Stage
ft
(output)
Surface
Area at
Stage
re
(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 Volumes
for WQCV, Minor,
& Major Storage
Volumes
(for goal seek)
4507.50
20.00
110.00
2,200.0
0.051
0.000
4507.60
2000
110.30
2,206.0
220
0.051
0.005
4507.70
20.00
110.60
2,212.0
441
0.051
0.010
4507.80
20.00
110.90
2,218.0
663
0.051
0.015
4507.90
20.00
111.20
2,224.0
885
0.051
0.020
4508.00
20,00
111.50
2,230.0
1,108
0.051
0.025
4508.10
20.00
111.80
2,236.0
1,331
0.051
0.031
4508.20
20,00
112.10
2,242.0
1,555
0.051
0.036
4508.30
20.00
112.40
2,248.0
1,779
0.052
0.041
WQCV
4508.40
20.00
112.70
2,254.0
2,004
0.052
0.046
4508.50
20.00
113.00
2,260.0
2,230
0.052
0.051
4508.60
20.00
113.30
2,266.0
2,456
0.052
0.056
4508.70
20.00
113.60
2,272.0
2,683
0.052
0.062
4508.80
20.00
113.90
2,278.0
2,911
0.052
0.067
4508.90
20.00
114.20
2,284.0
3,139
0.052
0.072
4509.00
20,00
114.50
2,290.0
3,368
0.053
0.077
4509.10
20.00
114.80
2,296.0
3,597
0.053
0.083
4509.20
20.00
115.10
2,302.0
3,827
0.053
0.088
4509.30
20.00
115.40
2,308.0
4,057
0.053
0.093
4509.40
20.00
115.70
2,314.0
4,288
0.053
0.098
4509.50
20.00
116.00
2,320.0
4,520
0.053
0.104
4509.60
20.00
116.30
2,326.0
4,752
0.053
0.109
4509.70
20.00
116.60
2,332.0
4,985
0.054
0.114
4509.80
20.00
116.90
2,338.0
5,219
0.054
0.120
4509.90
20.00
117.20
2,344.0
5,453
0.054
0.125
4510.00
2000
117.50
2,350.0
5,688
0.054
0.131
4510.10
20.00
117.80
2,356.0
5,923
0.054
0.136
4510.20
20.00
118.10
2,362.0
6,159
0.054
0.141
4510.30
20.00
118.40
2,368.0
6,395
0.054
0.147
4510.40
20.00
118.70
2,374.0
6,632
0.054
0.152
100-YR WSEL
4510.50
20.00
119.00
2,380.0
6,870
0.055
0.158
4510.60
20.00
119.30
2,386.0
7,108
0.055
0.163
4510.70
20.00
119.60
2,392.0
7,347
0.055
0.169
4510.80
2000
119.90
2,398.0
7,587
0.055
0.174
4510.90
20.00
120.20
2,404.0
7,827
0.055
0.180
4511.00
20.00
120.50
2,410.0
8,068
0.055
0.185
4511.10
20.00
120.80
2,416.0
8,309
0.055
0.191
4511.20
20.00
121.10
2,422.0
8,551
0.056
0.196
4511.30
20.00
121.40
2,428.0
8,793
0.056
0.202
4511.40
20.00
121.70
2,434.0
9,036
0.056
0.207
4511.50
20.00
122.00
2,440.0
9,280
0.056
0.213
#N/A
#N/A
#N/A
#N/A
#N}A
#N/A
U D -Detention v2.34 -B, Basin
12/19/2017, 11:10 AM
STAGE -STORAGE SIZING FOR DETENTION BASINS
Project:
Basin ID:
STAGE -STORAGE CURVE FOR THE POND
4512.00
4511.50
4511.00
4510.50
a) 4510.00
a)
rem
bisess
CD
0
CES 4509.50
ime
4509.00
4508.50
4508.00
4507.50 # _
0.00
0.05 0.10 0.15
Storage (acre-feet)
0.20 0.25
U D -Detention v2.34 -B, Basin 12/19/2017, 11:10 AM
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project Circle B 5-61-27 Compressor Pad
Basin ID: Detention Pond B
WQCV Design Volume (Input):
Catchment Imperviousness, la =
Catchment Area, A =
Depth at WQCV outlet above lowest perforation. H =
Vertical distance between rows, h =
Number of rows, NI. =
Orifice discharge coefficient. Co =
Slope of Basin Trickle Channel, S =
Time to Drain the Pond =
Watershed Design Information (Input):
Percent Soil Type A
Percent Soil Type B
Percent Soil Type CID =
Outlet Design Information (Output):
3
24.0
2.02
2
12.00
2.00
0.67
0.004
72
100
percent
acres Diameter of holes, D =
feet Number of holes per row, N =
inches
ftlft
hours
Height of slot, H
Width of slot, W =
Water Quality Capture Volume, WQCV =
Water Quality Capture Volume (WQCV) _
Design Volume (WQCV 1 12 * Area * 1.2) Vol =
Outlet area per row, A0 =-
Total opening area at each row based an user -input above. A0 =-
Total opening area at each row based on user -input above, A0 =
0.397
1
OR
inches
inches
inches
0.114 watershed inches
0.019 acre-feet
0.023 acre-feet
0.12 square inches
0.12 square inches
0.001 square feet
o
0
0
0
O
O
O
O
0
O
O
O
O
a o
O O
o a
O00O
O O
o a
o O O °
O O
O O
o o
0
0
0
0
Perforated
Plate
Examples
Central Elevations of Rows of Holes in feet
II
Flow
Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23
1.00
2.00 I
I
I
I
I
I
I
I
I
Collection Capacity for Each Row of Holes in cfs
4507.50
0.3110
0.3110
0.62
4507.60
0.3110
0.3110
0.62
4507.70
0.3110
0.3110
0.62
4507.80
0.3110
0.3110
0.62
4507.90
0.3110
0.3110
U.62
4508.00
0.3111
0.3110
0.62
4508.10
0.3111
0.3110
0.62
4508.20
0.3111
0.3110
0.62
4508.30 I
0.3111
0.3110 I
0.62
4508.40
0.3111
0.3110
0.62
4508.50
0.3111
0.3110
0.62
4508.60
0.3111
0.3110
0.62
4508.70
0.3111
0.3110
0.62
4508.80
0.3111
0.3110
0.62
4508.90
0.3111
0.3110
0.62
4509.00
0.3111
0.3111
0.62
4509.10
0.3111
0.3111
0.62
4509.20
0.3111
0.3111
0.62
4509.30 I
0.3111
0.3111
0.62
4509.40
0.3111
0.3111
0.62
4509.50
0.3111
0.3111
0.62
4509.60
0.3111
0.3111
0.62
4509.70
0.3111
0.3111
0.62
4509.80
0.3111
0.3111
0.62
4509.90
0.3111
0.3111
0.62
4510.00
0.3111
0.3111
0.62
4510.10
0.3111
0.3111
0.62
4510.20
0.3111
0.3111
0.62.
4510.30
0.3111
0.3111.
0.62
4510.40
0.3111
0.3111
0.62
4510.50
0.3111
0.3111
0.62
MLA
#NIA
#NIA
#NIA
#NIA
#NIA
MIA
MIA
#NIA
MIA
#(NIA
#N/A
#NIA
f'tNIA
#NIA
/MIA
#NIA
#N/A
MA
OVA
#N/A
#NIA
#/NIA
#N/A
#NIA
#NIA
MA
'MIA
#NIA
PEA
#N/A
#NIA
#NIA
#NIA
tIN/A I
I
I
I
I
I
OVA
MIA
#NIA
MIA
Override
Area
Row 1
Override
Area
Row 2
Override
Area
Row 3
Override
Area
Row 4
Override
Area
Row 5
Override
Area
Row6
Override
Area
Row 7
Override
Area
Row 8
Override
Area
Row 9
Override
Area
Row 10
Override
Area
Row 11
Override
Area
Row 12
Override
Area
Row 13
Override
Area
Row 14
Override
Area
Row 15
Override
Area
Row 1.6
Override
Area
Row 17
Override
Area
Row 18
Override
Area
Row 19
Override
Area
Row 20
Override
Area
Row 21
Override
Area
Row 22
Override
Area
Row 23
Override
Area
Row 24
UD-Detention v2.34 -B, WQCV
12/1912017, 11:10 AM
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: Circle B 5-61-27 Compressor Pad
Basin ID: Detention Pond B
STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE
4511.00
4510.50 -
4510.00
4509.50
Stage (feet, elev.}
4509.00
4508.50
4508.00
4507.50
4507.00
0.62
0.62 0.62
0.62 0.62
Discharge (cfs)
0.62 0.62
UD-Detention v2.34 -B, WQCV 1211912011,11:10 AM
RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
Project: Circle B 5-61-27 Compressor Pad
Basin ID: Detention Pond - B
Dla.
- Tn-
X
Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)
Water Surface Elevation at Design Depth
Pipe/Vertical Orifice Entrance Invert Elevation
Required Peak Flow through Orifice at Design Depth
Pipe/Vertical Orifice Diameter (inches)
Orifice Coefficient
Full -flow Capacity (Calculated)
Full -flow area
Half Central Angle in Radians
Full -flow capacity
Calculation of Orifice Flow Condition
Half Central Angle (0<Theta<3.1416)
Flow area
Top width of Orifice (inches)
Height from Invert of Orifice to Bottom of Plate (feet)
Elevation of Bottom of Plate
Resultant Peak Flow Through Orifice at Design Depth
Elev. WS =
Elev: Invert =
=
Dia =
Cn _
Af
Theta =
ON
=
Percent of Design Flow =
Theta =
T4 =
=
Elev Plate Bottom Edge =
Width of Equivalent Rectangular Vertical Orifice Equivalent Width =
Cerebroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroidl El. =
#1 Vertical
Orifice
#2 Vertical
Orifice
4510.50
4,507.50
0.30
6.0
0.55
0.20
3.14
1.4
480%
1.06
0.04
5.24
0.13
4:50.63
0.3
0.31
4,507.57
feet
feet
cfs
inches
sq ft
rad
rad
sg ft
inches
feet
feet
Gfs
feet
feet
U D -Detention v2.34 -D, Restrictor Plate 12/19/2017, 11:10 SAM
STAGE -DISCHARGE SIZING OF THE SPILLWAY
Project: Circle B 5-61-27 Compressor Pad
Basin ID: Detention Pond - B
Design Information (input):
Bottom Length of Weir
Angle of Side Slope Weir
Elev. for Weir Crest
Gaef. for Rectangular Weir
Coef. for Trapezoidal Weir
Calculation of Spillway Capacity (output):
L=
Angle =
EL. Crest =
`w
't
5.00
75.96
4,510.50
3.00
3.00
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)
4507.50
0.00
0.00
0.00
0.00
4507.60
0.00
0.00
0.00
0.00
4507.70
0.00
0.00
0.00
0.00
4507.80
0.00
0.00
0.00
0.00
4507.90
0.00
0.00
0.00
0.00
4508.00
0.00
0.00
0.00
0.00
4508.10
0.00
0.00
0.00
0.00
4508.20
0.00
0.00
0.00
0.00
4508.30
0.00
0.00
0.00
0.00
4508.40
0.00
0.00
0.00
0.00
4508.50
0.00
0.00
0.00
0.00
4508.60
0.00
0.00
0.00
0.00
4508.70
0.00
0.00
0.00
0.00
4508.80
0.00
0.00
0.00
0.00
4508.90
0.00
0.00
0.00
0.00
4509.00
0.00
0.00
0.00
0.00
4509.10
0.00
0.00
0.00
0.00
4509.20
0.00
0.00
0.00
0.00
4509.30
0.00
0.00
0.00
0.00
4509.40
0.00
0.00
0.00
0.00
4509.50
0.00
0.00
0.00
0.00
4509.60
0.00
0.00
0.00
0.00
4509.70
0.00
0.00
0.00
0.00
4509.80
0.00
0.00
0.00
0.00
4509.90
0.00
0.00
0.00
0.00
4510.00
0.00
0.00
0.00
0.00
4510.10
0.00
0.00
0.00
0.00
4510.20
0.00
0.00
0.00
0.00
4510.30
0.00
0.00
0.00
0.00
4510.40
0.00
0.00
0.00
0.00
4510.50
0.00
0.00
0.00
0.00
4510.60
0.47
0.04
0.51
0.51
4510.70
1.34
0.21
1.56
1.56
4510.80
2.46
0.59
3.06
3.06
4510.90
3.79
1.21
5.01
5.01
4511.00
5.30
2.12
7.42
7.42
4511.10
6.97
3.35
10.32
10.32
4511.20
8.78
4.92
13.70
13.70
4511.30
10.73
6.87
17.60
17.60
4511.40
12.81
9.22
22.03
22.03
4511.50
15.00
12.00
27.00
27.00
##N/AA
IiN/A
#N/A
#N/A
UN/A
#N/A
#N/A
#N/A
#N/A
#N/A
ttNIA
#NIA
#N/A
#N/A
#N/A
feet
degrees
feet
UD-Detention_ x2.34 -B, Spillway 12/19/2017, 11:10 AM
STAGE -DISCHARGE SIZING OF THE SPILLWAY
Project: Circle B 5-61-27 Compressor Pad
Basin ID: Detention Pond - B
STAGE -STORAGE -DISCHARGE CURVES FOR THE POND
0
4512 _
4511.5
4511
4510.5
4510
4509.5
4509
4508.5
4508
4507.5
5
10 15
20
Storage (Acre -Feet)
0.05 0.1 0.15
0.2 0.25
Pond Discharge (cfs)
25
30
■ -OTAL DISC-lARGE
SPILLWAY DISCHARGE a POND S -ORAL=
a
UD-Deteration_v2.34-B, Spillway
12/19/2017, 11:10 AM
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