HomeMy WebLinkAbout20142946.tiff SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL
REVIEW (USR) APPLICATION
FOR PLANNING DEPARTMENT USE DATE RECEIVED:
RECEIPT # /AMOUNT # CASE # ASSIGNED: -
APPLICATION RECEIVED BY CrANNER ASSIGNED:
Parcel Number fo J - 3 I - O - 0 o _ e a
(12 digit number - found on Tax I.D. information, obtainable at the Weld County Assessor's Office, or www.co.weld,cQ.u, rr
Legal Description cco74
Section 3/ , Township North, Range C' West
Zone District: , Total Acreage: go , Flood Plain: 44 , Geological Hazard: i/"f
Airport Overlay District:
FEE OWNER(S) OF THE PROPERTY:,� u LEG (iL' W t asQcQ Co -i c
Name: I-i �Q E� �'
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City/State/Zip Code �
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Work Phone # Home Phone # Email
Address:
Address: •
City/State/Zip Code
Name:
Work Phone # Home Phone # _- - Email
Address
Address
City/State/Zip Code
APPLICANT OR AUTHORIZED AGENT (See Below: Authorization must accompany applications signed by Authorized Agent)
(\Lime
Work Phone # Home Phone # Email
Address:
Address:
City/State/Zip Code
PROPOSE USE: / /,
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I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted
with or contained within the application are true and correct to the best of my (our)knowledge. Signatures of all
fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from all
fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be
included indicating that the sign- ory has to legal authority to sign for the corporation.
/
Signatur . wner or uthoriz Agent D e Signature: Owner or Authorized Agent Date
USE BY SPECIAL REVIEW (USR)
NARRATIVE
SPEER FACILITY
AKA ENERGY GROUP, LLC
Aka Energy Group, LLC (Aka) a division of the Southern Ute Indian Tribe Growth Fund is in
the process of expanding operations in Weld County, Colorado. This Use by Special Review
permit application addresses the proposed Speer natural gas and condensate processing facility.
The Speer Facility will be located within the SW/4 Section 31 , Township North, Range 65 West,
Weld County, Colorado. Aka has entered into a contract to purchase 80 acres of land, currently
listed as parcel number 105531000022, from Rural Land Co Inc. Aka will utilize eight acres of
the 80 acre tract for the proposed Facility. The site is in an agricultural zoned district with
agricultural, and oil and gas use in the surrounding parcels. Aka proposes to begin construction
in the fourth quarter of 2014 and complete construction in March 2015. The eight acre site will
be fully fenced and the area inside the fence will be graveled or caliched to allow for all weather
access. Aka will construct a new access road to the Facility from County Road 38. To prevent
tracking mud onto the County Road, the access road will be constructed with the appropriate
aggregate which will also minimize dust from vehicles accessing the site.
Natural gas and condensate will be separated at the facility. Condensate will be stabilized to
allow for low pressure storage and trucking. Natural gas will sent via pipeline to the sales point.
Portable toilets and bottle water will be provided by the contractor during construction. After
construction, the Speer Facility will be an unmanned site. Portable toilets and bottled water will
be provided for use by employees and contractors visiting the site.
In the event of a fire, water or chemical retardants will be transported to the site by the Gilcrest-
Platteville Fire Department.
Weld County Code and the COGCC noise regulations require noise levels for industrial or
construction sites to be below 80dB(A) from 7:00 a.m. to 9:00 p.m. and below 75dB(A) from
9:00 p.m. to 7:00 a.m. as measured at or within the boundary from which the noise complaint is
made. Aka will comply with these regulations.
SITE SPECIFIC DEVELOPMENT PLAN AND USE BY
SPECIAL REVIEW (USR) QUESTIONAIRE
SPEER FACILITY
AKA ENERGY GROUP, LLC
1. Explain, in detail, the prosed use of the property.
Aka Energy Group, LLC (Aka) proposes to construct the Speer Facility which will be located in
the SW/4 of Section 31 , Township 4 North, Range 65 West, Weld County, Colorado. Aka is
finalizing a contract to purchase eighty acres of land, currently listed as parcel number
105531000022, from Rural Land Co Inc. Aka will utilize eight acres of the eighty acre tract for
the proposed Facility. The Facility will separate natural gas and condensate from pipelines
feeding the Facility. Condensate will be stabilized to allow for low pressure storage and
trucking. Natural gas will be sent via pipeline to the sales point. Water will be transported off-
site by trucks to an approved water disposal facility.
The eight acre site will be fully fenced and the area inside the fence and access road will be
graveled, or caliched, to allow for all weather access and dust mitigation. A new access road will
be constructed to the eight acre site from C.R. 38.
2. Explain how this proposal is consistent with the intent of the Weld County Code,
Chapter 22 of the comprehensive plan.
The proposed use is consistent with the comprehensive plan's intent to foster development of the
natural resources of Weld County while minimizing the impact on agricultural lands.
3. Explain how this proposal is consistent with the intent of the Weld County Code,
Chapter 23 (Zoning) and the zone district in which it is located.
The proposed compressor site is in an Agricultural Zone District, pursuant to Article 11 , Division
4 under Part A, Mineral resource development facilities included under Oil and Gas Support and
Service.
4. What type of uses surround the site (explain how the proposed use is consistent and
compatible with surround land uses)
The site is in an agricultural zoned district with agricultural lands, and oil and gas activity
surrounding the parcel. In keeping the Facility footprint small, it is intended that the surrounding
agricultural lands will not be affected by the Facility.
5. Describe, in detail, the following:
a. Number of people who will use this site:
Upon completion of construction the site will be unmanned, but will typically be visited
two to three times daily by Aka employees/contractors. Maintenance crews will visit the
Facility on an as needed basis. Hydrocarbon/condensate will be trucked from the site
three times per week.
b. Number of employees proposed to be employed at this site
The site will be unmanned
1
c. Hours of operation
24 hours per day, 7 days per week, 365 days per year
d. Type and number of structures to be erected (built) on this site
Condensate stabilization package consisting of a condensate distillation tower, a bottom
reboiler with heat provided by a natural gas fired heater and an electric drive Fin Fan air
cooler.
A Slug Catcher consisting of 4 sections of 42 inch (o.d.) steel pipe, 460 feet in length to
separate gas and liquids as they enter the facility.
Two 1000 hp electric driven compressors, each within a metal building.
Two 60,000 gallon pressure vessels for low pressure condensate storage.
One 150 bbl tank for lube oil storage.
One 300 bbl tank for produced water
Four electric natural gas liquid pumps — 2 x booster pumps @ 100 hp each, 2 x pipeline
pumps @ 200 hp each.
One safety flare, up to eighty feet tall, to prevent over pressurizing equipment at the
facility.
One twenty foot stabilizer column.
One Motor Control Center (MCC) enclosed in a metal building.
One meter/measurement metal building
One Vapor Recovery Unit (VRU) with one 10-50 hp electric driven compressor.
Fencing will be installed around the outside perimeter of the eight acre tract.
A new access road from C.R. 38 will be constructed to the eight acre site.
e. Type and number of animals, if any, to be on this site
The site will be fenced to prevent animals entering the site. No animals will be onsite.
f. Kind of vehicles (type, size, weight) that will access this site and how often
Aka employees/contractors will visit the site two to three times a day in half ton, or a one
ton, pick-up trucks.
One tractor-trailer will be on site approximately three times each week to haul
hydrocarbon condensate and/or produced water.
Redi portable toilet service once per week.
Waste Management truck to remove general refuse once per month, and once per year
used oil will be removed.
g. Who will provide fire protection to the site.
Gilcrest-Platteville Fire Protection District
h. Water source on the property (both domestic and irrigation)
No irrigation water will be used. During construction the contractor will supply potable
and bottled water. After construction has been completed bottled water will be supplied
for employees use visiting the site.
i. Sewerage disposal system on the property (existing and proposed)
During construction the contractor will supply portable toilets. After construction a
portable toilet will be onsite for Aka and contract employees use.
j. If storage or warehousing is proposed, what type of items will be stored
Oil, gas and water/by-products will be temporarily stored on site:
• Hydrocarbon condensate — 2 x 60,000 gallon bullet tanks to store
condensate prior to trucking from the site
• Produced water — 1 x 300 bbl tank
2
Chemicals to be stored on site:
• Methanol — 1 x 50 gallon tank
• Compressor lube oil — 1 x 50 gallon tank
• Heating oil — 1 x 50 gallon tank
• Unused Oil — 1 x 150 bbl tank
6. Explain the proposed landscaping for the site. The landscaping shall be separately
submitted as a landscape plan map as part of the application submittal.
No landscaping is planned. The site will be graveled inside the fenced area.
7. Explain any proposed reclamation procedures when termination of the Use by Special
Review activity occurs
Aka will comply with County and State reclamation and abandonment procedures and/or with
any stipulations agreed to with the surface owner once the facility is no longer required.
8. Explain how the storm water drainage will be handled on the site
The site will be graded so that storm water will flow into an approved water quality control
feature. Best management practices will be utilized for sediment and erosion control.
9. Explain how long it will take to construct this site and when construction and
landscaping is scheduled to begin.
Aka would like to commence construction in fourth quarter of 2014 and complete construction in
March 2015.
10. Explain where storage and/stockpile of wastes will occur on this site.
Wastes will not be stockpiled at the site. Any waste will be placed into containers, staged within
secondary containment, and removed from the site in a timely manner.
11 . Please list all proposed on-site and off-site improvements associated with the use
(example: landscaping, fencing, drainage, turn lanes, etc.) and a timeline of when you will
have each one of the improvements completed.
A new access road from County Road 38 will be constructed and graveled as soon as permitted
to allow for an all-weather road. Three accesses will be constructed into the site from the private
access road to allow for truck access and egress. Upon completion of construction the eight acre
site will be graveled and fencing installed.
3
USE BY SPECIAL REVIEW (USR)
DUST ABATEMENT
and
WASTE HANDLING
SPEER FACILITY
AKA ENERGY GROUP, LLC
DUST ABATEMENT:
Aka Energy Group LLC (Aka) will gravel the Speer Facility within the fenced area, and
the access road with crushed concrete, or appropriate aggregate, to control fugitive dust
and any dust generated by vehicles accessing the site. The crushed concrete will also
provide tracking control. A storm water management plan will be developed to mitigate
soil erosion and sediment transport during the construction phase. A water truck will be
used to control dust during the construction phase on an as needed basis.
WASTE HANDLING:
There will be minimal waste materials temporarily stored at the Speer Facility. The
waste materials generated at the site are general domestic solid waste and special waste.
Special waste will be comprised of filters and absorbent materials used for engine oil and
will be drained, dried and placed in a special waste dumpster for removal. All waste
materials are removed on a monthly basis by Waste Management and taken to the land
fill located at Ault, Colorado, phone number (970) 482-6319.
Produced water and condensate will be trucked form the site. A spill prevention, control,
and counter measures (SPCC) plan will be developed to outline appropriate actions in the
event of a spill. The plan will be specifically developed for the Speer Facility prior to
initial start-up activities. Employees are trained in SPCC compliance and plan
procedures and complete a mandatory annual refresher training in this program. Should a
spill occur, once contained, Aka will contract an environmental services company for
cleanup of the spill. The company name, address and phone number is as follows:-
Custom Environmental Services, Inc.
8041 West I - 70 Frontage Rd #11
Arvada, CO 80002
303-423-9949
1
Oil and gas water/by-products temporarily stored on site:
• Hydrocarbon condensate — 2 x 60,000 gallon bullet tanks for
condensate storage prior to trucking from the site
• 1 x 300 barrel produced water tank
Chemicals to be stored on site:
• Methanol — 1 x 50 gallon tank
• Compressor lube oil — 1 x 50 gallon tank
• Heating oil — 1 x 50 gallon tank
• Unused Oil — 1 x 150 barrel tank
Used engine oil is removed once a year by Mesa Environmental .
Mesa Environmental
7239 Bradburn Blvd,
Denver CO 80030 (303) 426-4777
This list is provided to State of Colorado, Tier Two Report, which is also provided to
emergency responders.
2
USE BY SPECIAL REVIEW (USR)
LIGHTING PLAN
SPEER FACILITY
AKA ENERGY GROUP, LLC
Any lighting installed will be downcast and shielded so that light rays will not shine directly onto
adjacent properties to avoid any nuisance or interfere with the use on the adjacent properties in
accordance with the plan. Neither the direct, nor reflected light from any light source will create
a traffic hazard to operators of motor vehicles on public or private streets. Colored lights will not
be used. All lighting shall comply with Weld County and OSHA regulations.
USE BY SPECIAL REVIEW (USR)
NOISE ABATEMENT PLAN
SPEER FACILITY
AKA ENERGY GROUP, LLC
Minimal noise is expected to be generated from the Speer Facility as compressors and coolers
will be electric driven. New compressors installed at the Speer Facility will be installed in new
buildings. Each building will be sound attenuated, if necessary, to meet the COGC noise
regulations. Mufflers may also be installed to minimize exhaust noise. The Facility will adhere
to the maximum permissible noise levels allowed in Commercial Zone Districts, as delineated in
Chapter 14, Article IX of the Weld County Code also defined in the COGCC regulations. Those
levels are a maximum of 55dB(A) from the hours of 7:00 a.m. to 9:00 p.m. and a maximum of
50dB(A) from 9:00 p.m. to 7:00 a.m. allowing for up to ten ( 10) decibel increase for up to fifteen
(15) minutes in a one hour period in the 9:00 p.m. to 7:00 a.m. timeframe.
USE BY SPECIAL REVIEW (USR)
TRAFFIC NARRATIVE
SPEER FACILITY
AKA ENERGY GROUP, LLC
Construction Phase:
Expected total traffic for the construction phase is as follows:-
80 Large trucks (GW 80, 000lbs)
Gravel (20)
Concrete (20)
Crane (4)
Hydro Vac (12)
Exterran (8)
Tanks (2)
Pipe & Materials (4)
Water trucks (10)
24 small/pickup (GW 7,0001bs) daily (5 days per week)
Construction personnel
Contractor crew cab
Materials / pickup & small trailer
Survey
Inspection
Operational Phase:-
Upon completion of construction of the Speer Facility, the site will operate as an unmanned
facility. Two to three half ton, or one ton, company pick-up trucks will access the site on a daily
basis. A tractor-trailer will visit the site three time each week to haul hydrocarbon condensate
and/or produced water. Once a month a Waste Management truck will visit the site to remove
general refuse from the waste dumpsters. Two contract maintenance employees may visit the
site twice a month. Once a year the used oil will be removed by Mesa Environmental.
Expected traffic routes:-
Traffic leaving the site will proceed onto C.R. 38 and travel east to C.R. 39, north on C.R. 39 to
C.R. 44, west on C.R. 44 to Highway 85. Approximately 50% will proceed south on the
Highway while the remaining 50% will proceed north.
Traffic entering the site will leave Highway 85 onto C.R. 44, travel east on C.R. 44 to C.R. 39,
south onto C.R. 39 to C.R. 38, and west on C.R. 38 to the proposed site. The majority of traffic
is expected to access the site from this route.
\o c o�
�� ifi�, Weld County Public Works Dept.
d .h 1111 H Street ACCESS PERMIT
4 , to) P.O. Box 758
G ` - er Greeley, CO 80632 APPLICATION FORM
°Z/C w�Q` Phone: (970)304-6496
Fax: (970)304-6497
Applicant Property Owner (If different than Applicant)
Name 6 oj+a Name
Company Aka Encvcy 6rotAf tLLC1 Address
Address 6'5 IYlertsActci S. STE 250 City State Zip
City Durand State 03 Zip Z ISol Phone
Business Phone q,ri0- 951,' gagq Fax
Fax E-mail
E-mail 3 tout.►-24; A.IrUeMen ,Gom A = Existing Access A= Proposed Access
Parcel Location & Sketch
The access is on WCR 3 %
Nearest Intersection: WCR & WCR WCR
Distance from Intersection s i ISO Fcz.,11
Parcel Number tQSS3to 0022
Section/Township/Range % I, _ y, - GB t
u• - �' �
Is there an existing access to the property? YESQ-11: N ; ? 5
vat
Number of Existing Accesses ,p
1 601
Road Surface Type & Construction Information 3
Asphalt Gravel )C Treated Other A, AWCR
Culvert Size & Type (5 RQT
Materials used to construct Access C_1cess c ernatt)xs
Construction Start Date '41114 Finish Date %11 / 14
Proposed Use
❑ Temporary (Tracking Pad Required)/ $75 ❑ Single Residential/$75 ❑ Industrial/$150
B Small Commercial or Oil & Gas/$75 to Large Commercial/$150 ❑ Subdivision/$150
❑ Field (Agriculture Only)/Exempt
Is this access associated with a Planning Process? ❑ No o USR ❑ RE ❑ PUD ❑ Other
Required Attached Documents
- Traffic Control Plan -Certificate of Insurance - Access Pictures (From the Left, Right, & into the access)
By accepting this permit, the undersigned Applicant, under penalty of perjury, verifies that they have received all pages of the permit
application; they have read and understand all of the permit requirements and provisions set forth on all pages; that they have the
authority to sign for and bind the Applicant, if the Applicant is a corporation or other entity; and that by virtue of their signature the
Applicant is bound by and agrees to comply with all said permit requirements and provisions, all Weld County ordinances, and state laws
regarding facilities construction.
Signature Printed Name Date
Approval or Denial will be issued in minimum of 5 days. Approved by
Revised Date 6/29/10
TRAFFIC CONTROL PLAN
AKA ENERGY GROUP, LLC. N
NOTE:
Sign spacing will be determined according to
Table 6H-3 in the Manual on Uniform Traffic
Control Devices (MUTCD). Road
Work
Ahead
Weld County Road 38
Road
Work
Ahead
Summary of Devices
2 — 48"x48" Road Work Ahead
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FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION
BUSINESS EMERGENCY INFORMATION :
Business
Name: Aka Energy Group, LLC Phone: (970) 764-6655
Address: 65 Mercado Street, Suite 250, City,St, Zip: Durango, Co 81301
Business Owner: Aka Energy Group LLC Phone: (970) 764-6655
Home Address: 65 Mercado Street, Suite 250, City, St, Zip : Durango, Co 81301
List three persons in the order to be called in the event of an emergency:
NAME TITLE ADDRESS PHONE
Steve Szabo — Plant Manager — 13472 C.R. 40, Platteville, CO 80651 — (970)-737-2601 Cell# (970) 539-0690
Steve Nestor — Plant Operator — 13472 C. R. 40, Platteville, CO 80651 — (970) 737-2601 Cell # (970) 539-9308
Earl Johnson — Plant Operator — 13472 C.R. 40, Platteville, CO 80651 — (970) 737-2601 Cell # (970) 539-8598
Business
Hours: 24 hours per day Days: 7 days a week
Type of Alarm: None Burglar Holdup Fire Silent Audible
Name and address of Alarm Company: N/A
Location of Safe: N/A
************************************************************************* ********************************************************
MISCELLANEOUS INFORMATION:
Number of entry/exit doors in this building : N/A Location(s)
Is alcohol stored in building? No Location(s):
Are drugs stored in building? No Location(s):
Are weapons stored in building? No Location(s):
The following programs are offered as a public service of the Weld County Sheriffs Office.
Please indicate the programs of interest. _Physical Security Check Crime Prevention Presentation
UTILITY SHUT OFF LOCATIONS:
Main Electrical : MCC building
Gas Shut Off: N/A
Exterior Water Shut Off: N/A
Interior Water Shut Off: N/A
EMERGENCY CONTACT LIST - AKA ENERGY GROUP, LLC
SPEER PLANT
County Town ST Agency Title Name Address Phone
3939 Riverside
Colorado State Paul E. Parkway # B 970-506-4982
Weld Greeley CO Patrol Captain Matzke Evans, CO 970-506-4999
80620
970-785-
Gilcrest- 303 Main St 2232
Weld Gilcrest/ CO Platteville Fire Fire Chief Dan Dirky Platteville, CO 970 Platteville
3
970-737-
Platteville Protection 80651
District 2296
Gilcrest
Platte Valley Fire P.O. Box 16 970-353-
Weld Kersey CO Fire Protection Marshal Doug Myers Kersey, CO 3890
District 80644
Weld County Medical 1121 M Street 970-353-5700
Weld Greeley CO Paramedic Operations Mitch Wagy Greeley CO ext. 3204
Service Manager 80631
Weld County
Sheriff Weld Sheriff/ 1950 O St. 970-356-4015
Weld Greeley CO Co. Office of Deputy Roy Rudisill Greeley CO, X2700
Emergency Director 80631
Management
304 8th Street
Weld Gilcrest CO Gilcrest Police Police Joseph P.O. Box 128 (970) 737-2426
Department Chief Mcintyre Gilcrest, CO
80623
AKA ENERGY GROUP, LLC EMERGENCY RESPONDERS
Steve Szabo — Plant Manager — 13472 C.R. 40, Platteville, CO 80651 - (970)-737-2601
Cell# (970) 539-0690
Steve Nestor — Plant Operator — 13472 C.R. 40, Platteville, CO 80651 - (970) 737-2601
Cell # (970) 539-9308
Earl Johnson — Plant Operator — 13472 C.R. 40, Platteville, CO 80651 - (970) 737-2601
Cell # (970) 539-8598
Aka Energy Group, LLC 24/7 Monitoring and Emergency Response Phone # (970) 737-2601
Weld County Planning Dept. 20( oDO lo5
ien 1555 N. 17t°Avenue GRADING PERMIT
Greeley, CO 80632
counrY Phone: (970)353-6100 APPLICATION FORM
Fax: (970)304-6498
Applicant Property Owner(If different than Applicant)
Name Gregg Wurtz Name 80 acres purchased from Rural Land Co LLC
Company Aka Energy Group, LLC Address
Address 65 Mercado Steet, Suite 250 City State Zip
City Durango State CO Zip 81301 Phone
Business Phone (970)759-8984 E-mail
E-mail gwurtz@akaenergy.com Signature
Proiect Location
Job Site Address 4900' west of CR 39 on CR 38 Parcel Number 105531000022
Section/Township/Range31, T4N, R65W
Access Location: Site Accesses onto CR 38 (East, West, North, South) of CR West of CR 39
Proiect Information
Is this a Use by Right or Planning and Zoning Case? o Use by Right !Planning and Zoning Case
Planning Land Use Case#(if applicable) USR14-0035 I
Is this in a Floodplain (verify with Planning Department)? (Yes-Nod-1 1 If yes enter your permit number(FHDP)#
Description of Work Being Done A facility will be constructed on 8 acres within an 80 acre tract of land
owned by Aka Energy Group to separate natural gas and condensate.
Construction Start Date September 1 , 2014 grading Finish Date January 30, 2015
Acreage Disturbed by Project: 8 Acres
Required Submittal Documents
b Grading Permit Application Form
o Plans: include (1) 11"x17" set(wet ink stamped and signed by Colorado PE) & (1) Electronic Copy(PDF Format)
• Grading Plan—contours labeled with elevations show any ponds or ditches
• Erosion &Sediment Control Plan —showing placement of all BMP's to be installed
• Typical BMP Installation Details& Notes—for all BMP's to be installed
o Construction Stormwater permit from Colorado Department of Public Health & Environment (CDPHE)
r-Fee (To Weld County): 1-5 Acres/$50 K5-20 Acres/$100 20 Acres or Greater/$200+$1 per acre over 20
Pursuant to Weld County Code Section 8-12-60,the Weld County Department of Planning reserves the right to deny issuance of a Grading Permit to
Applicant if the Applicant has not received final approval of any required land use application and/or prior to the satisfaction by Applicant of the
terms and conditions of any approved land use application.
By submitting this Grading Permit application,the undersigned Applicant,under penalty of perjury,verifies that: (1)they have received all pages of
the Grading Permit application;(2)they have read and understand all of the permit requirements and provisions;(3)they have the authority to sign
for and bind the Applicant if the Applicant is a corporation or other entity;(4)by virtue of their signature,the Applicant is,upon issuance of a
Grading Permit by Weld County,bound by and agrees to comply with all Grading Permit requirements and conditions and all applicable Federal,
State,and Weld County statutes,rules,and regulations.
// `
Applicant Signature f7 A• Printed Name&RE� tW arork. Date S/</P-0 1
Revised 3/21/2014
Onsgai<
A
August 5, 2014
Weld County Planning Department
1555 N. 17th Avenue
Greeley Colorado 80631
Attention:Jennifer Petrik
Re: Speer Facility (USR14-0035)
Request for Early Release
Dear Jennifer,
Enclosed is Aka Energy Group, LLC (Aka)Grading Permit application for the proposed Speer Facility,
USR14-0035, the$100.00 fee, CDPHE stormwater permit, the required plans stamped and signed by a
Colorado P.E., and an electronic copy of these documents on a CD.
The project is currently being processed through the Weld County Planning Department for permit
approval,for which the comment period ended August 4th. Aka is requesting approval for an early
release of the Grading Permit application to commence dirt work at the proposed compressor site as
soon as possible.
If you have any questions or need further information please call me at (970)759-8984
gwurtz@akaenergy.com or Julie Dossey at (970) 759-7110 or email me at julieoz2094@gmail.com.
Sincerely, �j��
x'2//4
Gregg Wurtrtz
HSE Corporate Manager
Enc.
WELD COUNTY ACCESS PERMIT
Weld County Public Works Dept. < Phone: (970) 304-6496
1111 H Street After Hours: (970) 356-4000
P.O. Box 758 -o Yat, N, In Emergency Services: (970) 304-6500 x 2700
`t" Inspection: (970) 304-6480
Greeley, CO 80632 64/C 44° P
Permit Number: AP14-00263
Issuance of this permit binds applicant and its contractors to all requirements, provisions,and ordinances of Weld County,Colorado.
Project Name: PRE14-0106/USR14-0035 Expiration date: 12/29/2014
Applicant Information: Property Owner Information:
Name: Gregg Wurtz/Don Evans Name:
Company: Aka Energy Group, LLC do Hill Land Service: Company: Rural Land Company LLC
Phone: 970-227-9682 Phone:
Email: devans.pfs@gmail.com Email:
Location: Proposed Use:
Access is on WCR: 38 Temporary:
Nearest Intersection WCR: 38 &WCR: 39 Single Residential:
Distance From Intersection: 4900 Industrial:
Number of Existing Accesses: 14 Small Commercial:
Planning Process: USR USR14-0035 Oil&Gas:
Large Commercial:
Road Surface Type&Construction Information: Subdivision:
Road Surface: Gravel Field(Agricultural
Culvert Size&Type: 15"CMP/RCP min. Only)/Exempt:
Start Date: 08/18/2014 Finish Date: 09/18/2014
Materials to Construct Access: class 6 roadbase
Required Attached Documents Submitted:
Traffic Control Plan: Yes Certificate of Insurance: No Access Pictures: Yes
A copy of this permit must be on site at all times during construction hours
Daily work hours are Monday through Friday DAYLIGHT to 1/2 HOUR BEFORE DARK(applies to weekends if approved)
Approved MUTCD traffic control/warning devices are required before work begins and must remain until completion of work
Special Requirements or Comments
Parcel 105531000022. Utilize NEW access point on CR 38(1-O&G)located approx.4900 ft.West of CR 39. No additional
access points will be granted to this parcel.
Approved by: n,"^'en Weld County Public Works Date: 7/18/2014
m=u�ms,neenwaM^v.^^,.
x
m Le::ni:014071R 111a49-0600'
Print Date-Time: 7/18/2014 11:08:29AM Report ID: PW00008v001 Page 1 of 1
Aka Energy Group,LLC.
Gilerest-Kersey Operations Area
STORMWATER SPECIFICATIONS
NOTES:
1. The Stormwater management plan prepared for this project is a living document. Every effort
was made to identify all locations where Best Management Practices (BMPs) will need to be
installed and the quantities of BMPs for those locations. However, once construction activities
are underway, additional BMPs may need to be installed if other locations are identified as
requiring erosion and sediment control.
2. The terms Right of Way and Edge of Disturbance are used throughout this document when
describing the locations for installing BMPs and defines the boundary for the area where
construction activities are allowed.
3. If revegetation activities are postponed for any area of this project, the disturbed areas will be
left in a roughened condition and pre-construction and construction BMPs will be left in place
until reclamation activities are completed and post-construction BMPs if necessary are
installed.
4. Installation details are provided for the following BMPs: sediment control logs (SCL), silt
fence (SF), straw bale barrier(SB), sediment control log check dam (SCL CD), sediment
control log inlet protection (SCL IP), sediment control log outlet protection (SCL OP), and rip
rap rock rundowns.
SPECIFICATIONS:
1. Any changes to the type and/or location of any BMP identified in this document and shown on
the site maps must be pre-approved by Aka Energy. If BMP installation details have been
provided, the BMP will be installed as per installation detail unless a change is approved by Aka
Energy.
2. Check Dams
a. All check dams regardless of type must be properly keyed into the bottom and sides of
the drainage in which the dam is to be installed.
b. The center of each check dam must be lower than the ends of the dam, i.e., the top of
the dam is "U" or"V" shaped or notched, to keep the water flow in the middle of the
channel.
3. Dewatering Operations
a. The dewatering discharges will be land applied to vegetated upland areas and allowed
to infiltrate into the soil to the maximum extent practicable. The removed water can be
used where practicable for construction activities such as compaction and dust control.
If used for these applications ensure that the water will infiltrate and not run-off from
the land to ephemeral drainages, or other receiving waters.
8/22/2012 Page 1 of 5
Aka Energy Group,LLC.
Gilcrest-Kersey Operations Area
STORMWATER SPECIFICATIONS
b. All dewatering operations must be approved by Aka Energy prior to being
undertaken. All dewatering operations must take place within the disturbance limits.
The following must also be taken into consideration during dewatering operations:
i. Dewatering discharges must not cause erosion at the discharge point or anywhere
along the discharge's flow path.
ii. The discharge area(s) should be chosen with careful consideration to the down
gradient water resources and the landscape's ability to treat water flows from the
dewatering process.
iii. The discharge should be spread into sheet flow onto a well-vegetated discharge
area or buffer.
iv. The discharge point may need to be relocated to other well-vegetated discharge
areas from time to time.
v. The distance from the discharge point to the nearest water resource should be
maximized.
vi. The slope of the discharge area should be minimized.
c. Water from dewatering operations shall be treated prior to being discharged into any
water of the U.S. including wetlands or irrigation ditches.
i. A dewatering filter bag, which is a square or rectangular bag made of non-woven
geotextile fabric that collects sand, silt, and/or fines, will be used to treat the water.
The bag should be placed on top of a secondary barrier such as a geotextile fabric.
To increase the efficiency of filtration, it may be appropriate to place the bag on top
of an aggregate (which is placed on a geotextile fabric) or a straw bale bed to
maximize water flow through the entire surface area of the bag.
ii. Depending on the distance to any streams, wetlands, ditches, or other waters of the
U.S., it may be necessary to install a sediment barrier beyond the edges of the bag
to capture sediment that escapes the bag.
iii. The bag must be securely connected to the discharge hose of the dewatering pump.
iv. Sediment trapped in the bag forms a filter cake that increases the bag's
effectiveness in the removal of fine sediments. Therefore it is important not to
disturb the filter bag if sediment removal efficiency is to remain high.
v. Replace the bag when it no longer filters sediment or passes water at a reasonable
rate. The sediment in the bag should be placed somewhere on the project site
where it will not contribute to sedimentation offsite.
8/22/2012 Page 2 of 5
Aka Energy Group,LLC.
Gilcrest-Kersey Operations Area
STORMWATER SPECIFICATIONS
4. Equipment Fueling and Maintenance
a. Equipment fueling and servicing shall only occur at least 50 feet away from
downstream drainages, watercourses, or wetlands.
b. All equipment maintenance will be conducted offsite, if at all possible. If maintenance
must occur onsite, an area will be used that is located at least 50 feet away from
downstream drainages, water courses, and wetlands. In such an instance, maintenance
will be conducted in a manner such that secondary containment, i.e., drip pan, will be
used to catch spills or leaks when removing or changing liquids and all equipment
maintenance waste (including used oil, grease containers, filters, etc.)will be hauled
offsite for disposal at a permitted waste facility.
c. Appropriate and adequate spill response materials will be available at the fueling area
(and maintenance area if maintenance must be conducted onsite)and will be disposed
of properly offsite after use. Workers shall be aware of their location and trained in
their use.
d. In the event of an equipment break down within an area that is closer than 50 feet from
downstream drainages, water courses, and wetlands and the repair must be conducted at
that location, appropriate secondary containment must be used and spill response
equipment must be readily available.
5. Reclamation Activities
Disturbed areas that are not a part of the operational compressor pad or pipeline shall be reclaimed
and reseeded. Those areas within agricultural areas will be graded and re-contoured surrounding
the facility. Land owner specifications for seeding and reclamation shall be followed where
applicable.
Final Grading and Re-contouring
a. Disturbed areas will be graded and re-contoured to create a smooth transition with
adjacent undisturbed ground utilizing existing on-site soil materials.
b. Disturbed areas will be re-contoured to provide positive drainage.
Seedbed Preparation
a. Once the area within the disturbance limits is to final grade, rip compacted areas to a
minimum 4 to 6-inch depth, where necessary and possible.
b. Remove all rocks that may interfere with seedbed preparation activities (any rock
greater than 3 inches in diameter).
c. Respread topsoil to a 6-inch thickness on all graded areas. Topsoil salvaged from
wetland areas should be respread in its original location. It is preferred that topsoil be
respread with tracked equipment to reduce compaction of seedbed.
8/22/2012 Page 3 of 5
Aka Energy Group,LLC.
Gilcrest-Kersey Operations Area
STORMWATER SPECIFICATIONS
d. For areas which can be accessed by equipment,
i. Disk area twice to prepare the seedbed and level any berms left over the pipe to
minimize water channeling and erosion.
ii. Final grades shall be roughened allowing for small water-collecting pockets and
puddles throughout the project area. Roughened grade shall not produce more than
six inch deep furrows. Final grades shall blend in naturally with the surrounding
terrain. It is preferable to use tracked equipment for any heavy earthwork as
opposed to rubber-tired equipment to reduce compaction of the seedbed.
Additionally, scarification of soils or tracking must be completed along the contour
to discourage erosion wherever practicable.
e. For all other areas, prepare seedbed by hand raking or other means to establish a
reasonably firm seedbed with just enough loose surface soil for uniform, shallow seed
coverage.
Seeding
a. Drill specified seed mix at the required rate and to appropriate seeding depths on all
disturbed areas where possible.
b. Broadcast the specified seed mix on areas that are too steep for drill seeding. When
seed is broadcast, the seed rate is doubled and the seed is culti-packed, imprinted,
harrowed and/or raked into the soil depending on the slope gradient.
Mulching
a. Apply Certified Weed Free Straw or native hay as mulch at a minimum rate of two
tons per acre.
b. Mechanically crimp the straw or native hay into the soil in all areas where terrain
permits.
c. Tack straw in place where it cannot be crimped using a quality plantago tackifier per
acre.
d. If hydro-mulching is specified for an area, broadcast and rake the seed . The hydro-
mulch will be applied using 3500 pounds/acre of Flex-Terra MBFM(mechanically
bonded fiber matrix)or equivalent.
8/22/2012 Page 4 of 5
Aka Energy Group,LLC.
Gilcrest-Kersey Operations Area
STORMWATER SPECIFICATIONS
Sediment Control Logs (SCL) including inlet and outlet protection (1P/OP)
f. Sediment control logs will be nine (9) inches in diameter and made of straw(unless
specified otherwise). Sediment control logs will be installed in accordance with the
Sediment Control Log (SCL) installation detail.
g. When more than one sediment control log is required for a location,the logs must be
overlapped, not abutted. The logs should overlap a minimum of 6 inches. See the
Sediment Control Log (SCL) installation detail on the BMP Installation Detail Sheet.
h. Sediment control logs shall be of consistent thickness, with fibers evenly distributed
throughout the log.
6. Rip rap rock rundowns, outfall, and culvert inlet/outlet structures.
a. Rip rap rock shall be selected from available rock onsite.
b. The rock shall be D50= 6", except where specified.
c. Rock shall be "keyed" into the native ground surface, and offer a level discharge to
native ground.
d. Rock placed within existing drainages shall extend from bank edge to bank edge and
extend at least 3 feet from the orifice discharge or collection point.
7. Soil Handling
a. Clear and grub vegetation, as necessary, prior to soil salvage.
b. Topsoil must be segregated and not mixed or covered with subsurface material.
Salvage the upper 6 inches of soil and stockpile or windrow separately for use as
topsoil material in reclamation.
c. Topsoil shall be spread evenly across all cut and fill slopes from the well pads.
d. Topsoil and trench spoils shall be windrowed (separately)on the upgradient side of the
pipeline trench whenever practicable.
e. Along the pipeline ROW the disturbed areas will be returned to original contour prior
to reapplying the topsoil.
8. Straw Bales
a. All straw bales used on the project will consist of certified weed free straw or native
hay.
9. Tracking of Mud/Dirt onto Private Roads, County Roads and State Highways:
a. At project access points that are heavily used by construction traffic exiting the project
area under muddy conditions,the contractor will ensure that construction equipment,
trucks, and personal vehicles are free of mud and dirt prior to entry onto those roads.
b. The contractor will remove any mud/dirt that is tracked onto any county road when
conditions warrant.
8/22/2012 Page 5 of 5
USE BY SPECIAL REVIEW (USR)
SPILL PREVENTION, CONTAINMENT
AND COUNTER MEASURES (SPCC
SPEER FACILITY
AKA ENERGY GROUP, LLC
Aka will develop and gain the appropriate approvals, prior to the commencement of
construction, for a Spill Prevention, Containment and Countermeasures (SPCC) plan.
The plan will be reviewed and certified by a professional engineer. The SPCC plan
provides procedures for spill prevention, preparedness, containment design, and spill
response to prevent and contain unlikely discharges of oil, should they occur.
A construction Stormwater Management Plan will be in place during construction
activities.
STATE OF COLORADO
John W.Hickenlooper,Governor
Christopher E.Urbina,MD,MPH O4.:c to
Executive Director and Chief Medical Officer
Dedicated to protecting and Improving the health and environment of the people of Colorado 4,4 4'
rt
4300 Cherry Creek Dr.S. Laboratory Services Division 4'r
Denver,Colorado 80246-1530 8100 Lowry Blvd. 1876
Phone(303)692-2000 Denver,Colorado 80230-6928 Colorado Department
Located in Glendale,Colorado (303)692-3090 of Public Health
http://www.cdphe.state.co.us V�^ and Environment
ECEISeptember 5,2012
Barbara Wickman,Pres SEP 10 2012
Aka Energy Group LLC
65 Mercado St Ste 250
Durango,CO 81301
RE: Certification,Colorado Discharge Permit System
Permit No.,COR030000,Certification Number:COR03J577
Dear Mr./Ms.Wickman;
The Water Quality Control Division(the Division)has reviewed the application submitted for the Gilcrest Kersey Ops Area facility and determined that
it qualifies for coverage under the CDPS General Permit for Stormwater Discharges Associated with Construction Activities(the permit).Enclosed
please find a copy of the permit certification,which was issued under the Colorado Water Quality Control Act.
Facility:Gilcrest Kersey Ops Area Weld County
Construction Activities:Oil and Gas Production and/or Exploration,
Legal Contact(receives all legal documentation pertaining to the permit certification):
Barbara Wickman,Pres Phone number:970-764-6664
Aka Energy Group LLC Email:bwickman@akaenergy.com
65 Mercado St Ste 250
Durango, CO 81301
Facility Contact(contacted for general inquiries regarding the facility):
Steve Szabo,Gilcrest Plant Mgr Phone number:970-737-2601
Email:sszabo@akaenergy.comn
Billing Contact(receives the invoice pertaining to the permit certification):
Barbara Wickman,Pres Phone number:970-764-6664
Aka Energy Group LLC Email:bwickman@akaenergy.com
65 Mercado St Ste 250
Durango,CO 81301
Any changes to the contacts listed above must be provided to the Division on a Change of Contact form.This form is available on the Division's website
at coloradowaterpermits.com.
The Annual Fee for this certification is$245.00,and is invoiced every July. Do Not Pay This Now.The initial prorated invoice will be sent to the legal
contact shortly.
The Division is currently developing a new permit and associated certification for the above permitted facility. The development and review
procedures required by law have not yet been completed. The Construction Stormwater General Permit,which will expire June 30,2012,will be
administratively continued and will remain in effect under Section 104(7)of the Administrative Procedures Act,C.R.S.1973,24-4-101,et seq(1982
repl.vol.10)until a new permit/certification is issued and effective. The renewal for this facility will be based on the application that was received
8/29/2012.
Please read the enclosed permit and certification.If you have any questions please contact Matt Czahor,Environmental Protection Specialist,at(303)
692-3575.
Sincerely,
Debbie Jessop,Program Assistant
WATER QUALITY CONTROL DIVISION
Enclosures:Certification page;General Permit;Highlight Sheet;Termination form
xc: Permit File /dkj cert
~! }�:' CERTIFICATION TO DISCHARGE
Colorado Department UNDER
of Public I le lth
and Environment CDPS GENERAL PERMIT COR-0300000
STORMWATER ASSOCIATED WITH CONSTRUCTION ACTIVITIES
Certification Number: COR03J577
This Certification to Discharge specifically authorizes:
Aka Energy Group LLC
to discharge stormwater from the facility identified as
Gilcrest Kersey Ops Area
To the waters of the State of Colorado, including, but not limited to:
-South Platte River
Facility Industrial Activity : Oil and Gas Production and/or Exploration,
Facility Located at: CR 40 & CR 33, Gilcrest
Weld County, CO 80623
Latitude 40/16/32.67, Longitude -104/45/13,84
Certification is effective: 9/4/2012 Certification Expires: 6/30/2012
ADMINISTRATIVELY CONTINUED
This certification under the permit requires that specific actions be performed at designated times. The
certification holder is legally obligated to comply with all terms and conditions of the permit.
Signed,
Nathan Moore
Construction/MS4/Pretreatment Unit Manager
Water Quality Control Division
Page 1 of 22
STATE OF COLORADO
Dedicated to protecting and improving the health and environment of the people of Colorado Ne
4300 Cherry Creek Dr.S. 1
Denver,Colorado 80246-1530 raze Phone
Phone(303)692.2000
TDD Line(303)691-7700 Colorado Department
Located In Glendale,Colorado
of Public Health
http://www.cdphe.state.co.us and Environment
MODIFICATION FORM
Please print or type all information. All items must be filled out completely and correctly. If the form is not
complete, it will be returned. All modification dates are established by the Division.This form is for modifying an
established permit or certification.Terminations,Change of Contacts,Transfer of Permit,and Withdraw)of
Permit Application and/or modification requests must be submitted on the appropriate form:
MAIL ORIGINAL FORM WITH INK SIGNATURES TO THE FOLLOWING ADDRESS:
Colorado Dept of Public Health and Environment
Water Quality Control Division
4300 Cherry Creek Dr South WQCD-P-B2
Denver,CO 80246-1530
FAXED or EMAILED FORMS WILL NOT BE ACCEPTED.
• PART A. IDENTIFICATION OF PERMIT Please write the permit number to be modified
PERMIT NUMBER (Prefix+6 digits- not ending in 0000) COR03,1577
• PART B. PERMITEE INFORMATION
Company Name Aka Energy Group, LLC
Mailing Address 65 Mercado Street Ste 250
City Durango State CO Zipcode 81301
Legal Contact Name
Brian Briscoe
Number
r 970-764-6674
Title President/COO Email bbriscoe@akaenergy.com
• PART C. FACILITY/PROJECT INFORMATION
Facility/Project Name Speer Plant
Location(address) 1 mile west of Weld Co. Rd 39 & 1/4 mile north of WCR 38
City Gilcrest County Weld
Local Contact Name
Steve Szabo Phone
Number 970-737-2601
Title Gilcrest Plant Manager Email sszabo@akaenergy.com
Page 1 of 2 form last revised January 2010
COI()PATIO VtIATFR CIUAI ITY(nNTRnI flIVISION Modification vwwI cnInradnwaterp rmits cc m
• PART D. DESCRIPTION OF MODIFICATION REQUESTED:
Aka Energy Group, LLC maintains a field wide stormwater management plan for operations and construction activities
within the Gilcrest Kersey Operational Area as outlined in the map provided for Certification No COR03J577. CDPHE
requests updates on construction activities.Aka Energy Group intends to construct a new natural gas and condensate
stabilization facility located in Section 31,T4N, R65W 6th PM 40.2656°N -104.7144°W.This new construction will occur
within the permitted area for the Gilcrest Kersey Operational Area(COR03J577).
• PART E.CERTIFICATION Required Signatures
"I certify under penalty of law that I have personally examined and am familiar with the information submitted in this
application and all attachments and that, based on my inquiry of those individuals immediately responsible for
obtaining the information, I believe that the information is true,accurate and complete. I am aware that there are
significant penalties for submitting false information, including the possibility of fine or imprisonment.
"I understand that submittal of this application is for coverage under the State of Colorado Discharge Permit System
until such time as the application is amended or the certification is transferred, inactivated, or expired."
7447/
Signatureall Res onsible PDate Signed
�Y P y
Ore OrecH W u - f _ /1$ it9a N aq-e r
/
Name(printed) Title
Signatory requirements:This withdraw of permit application request shall be signed,dated,and certified for accuracy by the permittee in accord with the
following criteria:
1. In the case of a corporation,by a principal executive officer of at least the level of vice-president,or his or her duly authorized
representative,if such representative is responsible for the overall operation of the operation from which the discharge described herein
originates;
2. In the case of a partnership,by a general partner;
3. In the case of a sole proprietorship, by the proprietor;
4. In the case of a municipal,state,or other public operation,by wither a principal executive officer,ranking elected official,or other duly
authorized employee.
Page 2 of 2 form last revised January 2416
PROJECT SPECIFIC DATA SHEET
Gilcrest-Kersey Operations
1. Project Name: Speer Plant
2. Project Location:
Latitude/Longitude (center point if linear project): 40.2656° -104.7144°
Section;Twnship; Range: Section 31,Township 4N, Range 65W 6th P.M.
3. Site Map includes at a minimum the following information when applicable:
• Construction site boundaries-Right of way
• All areas of ground surface disturbance
• Areas used for storage of building materials, soils, or wastes
• Location of any dedicated asphalt or concrete batch plant-Not Applicable
• Locations of all structural BMPs;
• Locations of non-structural BMPs as applicable;
• Locations of springs, streams, wetlands, and other surface waters
See attached map for information
4. Description of construction activity: Leveling, grading and construction of a new
natural gas and condensate stabilization facility.
5. Proposed sequence for major activities:
-Installation of pre-construction BMPs
-Strip topsoil to a depth of 6"and stockpile in prescribed area-SE corner
-Grading of site to achieve sub grade elevations
-Installation of construction phase BMPs
-Grading and installation of stormwater conveyance system-Drainage channels, Water
Quality pond.
-Installation of infrastructure for plant expansion operations-piping,foundations.
-Final grading and installation of stabilized surfaces, e.g. Gravel, within working areas.
-Seedbed preparation for cut/fill slopes outside of operational area.
*Replace top soil on slopes at depth of 6"
*See Appendix C of the Gilcrest-Kersey Operations Field Wide SWMP for
seed bed preparation and seeding/mulching specification.
6. Estimate of the total area of the project:
Area of the site to undergo clearing, excavation or grading: —9.25 acres
7. Summarize any existing data used in the development of the site construction plans
or SWMP that describes the soil or existing potential for soil erosion.
Refer to the Drainage Report and Geo-Tech report prepared by Flatirons Inc.for additional
details regarding drainages and soils within the area.
The existing soils are summarized in the table below.
Percent of Project • Y , . ,i +,
SoIIs:-:- __: _ .. area • Erosivity .' "Drainage
Valent Sands,0 to 3 percent slopes 5% Low Well drained
Page 1 of 6
PROJECT SPECIFIC DATA SHEET
Gilcrest-Kersey Operations
IValent Sands,3 to 9 percent slopes I 95% I Low I Well drained
8. Describe existing vegetation at the site:
Fallow fields previously irrigated crop land. 85-100% ground cover
Estimated run-off coefficient: 0.10-0.25 (Sandy Soils)
9. Indicate which of the following sources and activities have the potential to
contribute pollutants to stormwater discharges and provide their location on the
site map.
M All disturbed and stored soils
E.Vehicle tracking of sediments
Management of contaminated soils
Loading and unloading operations
®Outdoor storage activities (building materials,fertilizers,chemicals, etc.)
Vehicle and equipment maintenance and fueling
N Significant dust or particulate generating processes
[Routine maintenance activities involving fertilizers, pesticides, detergents,fuels,
solvents, oils, etc.
M On-site waste management practices (waste piles,liquid wastes, dumpsters, etc)
MConcrete truck/equipment washing, including the concrete truck chute and
associated fixtures and equipment
(—f Dedicated asphalt and concrete batch plants
(Other areas or procedures where potential for spills can occur. Describe:
10. Provide the location and description of any anticipated allowable sources of non-
storm water discharges such as uncontaminated springs, landscape irrigation
return flow, construction dewatering, and concrete washout.
A concrete wash out will be installed during the construction phase of the project.
Location will be determined during construction. All concrete wash and clean out
waste will be disposed of here, dried, and taken to an appropriate facility. The
wash out shall be cleaned out if the total volume is equal to or greater than 75% of
capacity of the washout.
11. Name of receiving water(s
Provide size, type and location of any outfall, or if the discharge is to a municipal
separate storm sewer, the name of that system, the location of the storm sewer
discharge, and the ultimate receiving water.
Stormwater discharge from the site will discharge to a Water Quality Pond. The
pond is configured to allow 100% infiltration up to the 100 year event at which
point discharges would occur at the historic 100 year event northeast via an
emergency spill way. Off-site run on will be diverted via a constructed channel on
Page 2 of 6
PROJECT SPECIFIC DATA SHEET
Gilcrest-Kersey Operations
the east side of the facility offsite. The ultimate receiving waters for this project is
the South Platte River.
12. Key Project Dates: Fill in dates as milestones are reached.
a. Date when Construction started up:
b. Date(s) when Construction Activities ceased:
c. Date(s) when Stabilization was initiated:
d. Date when 70% Stabilization was reached:
13. Structural BMPs for erosion and sediment control: Attach descriptions and
locations of project specific erosion and sediment controls.
® Erosion Logs.
n Silt Fence
n Erosion Bales
[ Earth Berm
1 Check Dam
N Inlet Protection
®Outlet Protection
Other BMP. Describe:.
A series of perimeter diversion channels will collect flows from within the
facility and divert to the water quality pond in the NE corner. The water quality
pond,will serve as a sediment basin during construction. Based on the design
size no discharges are anticipated to occur during construction up to the 100
year event. Up gradient BMPs including sediment control logs, rip rap rock
inlet/outlet protection, and rip rap rock lined diversion channels will be
installed to reduce the sediment loads to the pond. The pond is designed for
100% infiltration of accumulated water within 72 hours of an event. Larger than
anticipated events will discharge via an emergency spill way (see Flatiron
Engineering design sheets G-1 & GD-1,2 and drainage narrative). The
emergency spillway is designed to discharge to native ground on the north side
of the facility at a rate of the historic 100 year event.
See site plan(s) for locations of selected BMPs. BMP installation guidelines
typical of projects may be found in the Gilcrest Kersey Operations field wide
Stormwater Management Plan. CDPHE PERMIT NO COR03I577.
14. Non-structural BMPs for erosion and sediment control: Attach descriptions and
locations of project specific BMPs.
(Temporary Vegetation
11 Permanent Vegetation
Page 3 of 6
PROJECT SPECIFIC DATA SHEET
Gilcrest-Kersey Operations
Mulching
nGeotextiles
nSod Stabilization
®Slope Roughening
nVegetative Buffer Strips
fPreservation of Mature Vegetation
Fl Other BMPs. Describe: Install sign at the proposed long term topsoil storage.
Sign should read topsoil storage. Topsoil will be utilized during final reclamation
upon site decommission and reclamation.
See site plan(s) for locations of selected BMPs.
15. Phased BMP Implementation: Describe the implementation and maintenance of
structural and non-structural erosion and sediment control BMPs for each
construction phase.
Construction phase Structural/Non-Structural BMPs
Clearing and Grubbing, Rough Grading Sediment Control Logs, stabilized
construction entrance, Dust control
Utility and Infrastructure Installation, Concrete wash out, Sediment Control
Site Construction Logs, Sediment Control Log Check
Dams,Inlet &Outlet Protection-Rip
Rap,Diversion Channel,Water Quality
pond,Dust control
Final Grading Gravel surfacing,topsoil application
Final Stabilization Gravel, Seeding &Mulching
Maintenance of each of the identified BMPs, with the exception of the permanent
water quality features designed by Flatirons Engineering, may be found in the
Gilcrest-Kersey Operations Field Wide Stormwater Management Plan.
BMPs noted above specific to this project but not covered in the Field Wide Plan are
addressed below.
Best Management Practice Inspection &Maintenance Procedures
Detention/Sediment Pond &Diversion Inspect inlet and outlet structures and
Channels and Berm diversion channels to ensure minimum
sediment has accumulated. Remove any
accumulated sediment at these locations.
Monitor sediment deposition within the
pond to ensure it is within the design
capacity.
Run on diversion channel Inspect the channel to ensure minimal
sediment accumulation is occurring
within installed sediment control log
check dams. Remove accumulated
sediment to an upland location as
Page 4 of 6
PROJECT SPECIFIC DATA SHEET
Gilcrest-Kersey Operations
needed.
16. Waste Management and Disposal, Including Concrete Washout: Describe and
locate the practices to be used that will ensure that no washout water from concrete
washout activities is discharged from the site as surface runoff or to surface waters.
A concrete wash out will be utilized for this project. Location to be determined
during construction. See the details specifications sheet for installing a wash out.
17. Groundwater and Stormwater Dewatering: Describe and locate the practices to be
implemented at the site to ensure that no water from construction dewatering is
discharged from the site as surface runoff or to surface waters.
Construction dewatering may be needed on a case by case basis. Dewatering
controls will be installed no less than 100 feet from a receiving water. Controls will
be installed per the BMP installation guide provided in the Gilcrest-Kersey field
wide SWMP.
18. Final Stabilization and Long Term Stormwater Management: Provide the location
and description of project specific measures used to achieve final stabilization and
measures to control pollutants in storm water discharges that will occur after
construction operations have been completed.
Seed Mix Selection and Application Method. Describe: Apply specified seed
mixture via drill seeding.
Species Taxonomic Name Lbs PLS/Acre
Western wheatgrass Pascopyrum smithii 4.0
Smooth bromegrass Bromus inermis 3.0
Tall fescue Schedonorus arundinaceus 2.0
Buffalograss Bouteloua dactilyoides 3.0
Kentucky bluegrass Poa pratensis 2.0
Sterile triticale hybrid 10.0
Total 24.0
Soil Preparation. Describe: Ripping the cut and fill slopes outside of the fenced
area, Disk twice to a minimum depth of 6" on the contour. See Gilcrest-Kersey Field
Wide SWMP Appendix D Stormwater Specifications for specifics regarding soil
preparation.
Xf Soil Stabilization Practices.
VI Location will be surfaced with compacted gravel,all fill and cut slopes
outside of the fenced area will be seeded and mulched.
n Hydro-mulch
n Rolled erosion control products
n Other. Describe
All operational areas within the facility including around process equipment and
Page 5 of 6
PROJECT SPECIFIC DATA SHEET
Gilcrest-Kersey Operations
access roads will be stabilized with a compacted ground and gravel surfacing to
prevent erosion. Non-operational areas outside of the fenced location will be
seeded and mulched.
1 Post-Construction Sediment Control BMPs. Describe: Diversion Channels
where shown on site maps,Water Quality pond with emergency outfall on the
north east side of the facility as noted on the site maps.
Page 6 of 6
Final
Drainage Narrative
For
AKA Energy Group, LLC
Speer Plant
Weld County, Colorado
Prepared For:
AKA Energy Group, LLC
13472 Weld County Road 40
Platteville, CO 80651
(970) 737-2601
May 28, 2014
FSI# 14-100507
Prepared By:
Flatirons, Inc.
Surveying, Engineering & Geomatics
655 Fourth Avenue
Longmont, Colorado 80501
303-443-7001
DRAINAGE NARRATIVE
FOR
AKA ENERGY GROUP, LLC
Speer Plant
WELD COUNTY, COLORADO
Prepared for:
AKA Energy Group, LLC
13472 Weld County Road 40
Platteville, CO 80651
(970) 737-2601
May 28, 2014
Prepared by:
Flatirons, Inc.
Surveying & Engineering
655 Fourth Avenue
Longmont, CO 80501
FSI# 14-100500
Flatirons, Inc. Surveying & Engineering
Table of contents
Certification 1
Vicinity Map 2
1.0 Location and Description 3
Background 3
Project Location 3
Property Description 3
Project Description 4
2.0 Drainage Basins and Sub-Basins 4
Major Basin Description 4
Sub-Basin Description 5
3.0 Drainage Design Criteria 5
Regulations 5
Development Criteria Reference and Restraints 6
Hydrological Criteria 6
Hydraulic Criteria 6
4.0 Drainage Facility Design 7
General Concept 7
Specific Details 7
5.0 Conclusions 10
References 11
Appendix A A
Hydrology Computations A
Appendix B B
Hydraulic Computations B
Appendix C C
Floodplain Information C
Appendix D D
Geotechnical Report D
Appendix E
Inspection Report E
Speer Plant May 28, 2014
Flatirons, Inc. — Surveying&Engineering
Cer t if icat ion
"I hereby certify that this report for the final drainage design of the Speer Plant was
prepared by me (or under my direct supervision) in accordance with the provisions of the
Weld County storm drainage criteria for the owners thereof."
.... REG i•0:w 25620 >:a
Kenneth W. Cuifinan PE, PLSi _� 2:
For and on Behalf of Flatirons, Inc. l
State of Colorado No. 25620 Ilti‘.`` u p
Speer Plant 1 May 28, 2014
Flatirons, Inc. — Surveying&Engineering
Vicinity Map
i,
a
1
rlik t
GILCREBT ,L
r)
U
a - SITE . ' 1yy
Stisdijr:4110&
�rI• E
(Not to Scale)
A
N
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Flatirons, Inc. — Surveying&Engineering
1 .0 Locat ion and Descr ipt ion
Background
This Drainage Narrative is prepared for a Weld County USR,Use by Special Review
Permit application for AKA Energy Group, LLC of Platteville, CO for the Speer Plant.
The Drainage Narrative follows the criteria set forth by Urban Storm Drainage Criteria
Manuals (USDCM), Volumes 1, 2 and 3, and the Weld County Storm Drainage Criteria
Addendum to the Urban Storm Drainage Criteria Manuals, Volumes 1, 2 and 3 dated
October 2006.
The applicant is proposing to follow the 10% impervious rule and not prepare a Final
Drainage Report or construct a detention pond for the project. The applicant owns the 80-
acre contiguous piece land and is proposing to develop 8 of the 80 acres. The 8-acre plant
site has an imperviousness of 43%, and the whole 80-acre site has an imperviousness of 6%
after the Speer Plant improvements have been constructed. Calculations can be found in
Appendix A.
Project Location
The Speer Plant is situated on unplatted land located in the Southwest Quarter of Section
31, Township 4 North, Range 65 West of the 6th P.M., County of Weld, State of Colorado.
The site does not have an address. The site is approximately one mile west of Weld
County Road (WCR) 39 and one-quarter mile north of WCR 38. Property owned by Kevin
Slavin bounds the plant property to the west, and the 80-acre parcel being purchased by the
applicant forms the northern, southern and eastern boundaries of the plant site.
The property and surrounding land is zoned agricultural, and the project site and
surrounding land are under Weld County jurisdiction. There are no major lakes, streams,
or water resource facilities within the property. Historically, the property of the Speer
Plant has been agricultural land; however the area where the plant is located does not
appear to have been recently cultivated. There are no irrigation facilities serving the
property or conveying water through the site.
Property Description
The rectangular-shaped Speer Plant property is 8 acres in size and part of a larger 80-acre
parcel of land being purchased by the applicant. The purchased parcel extends one-half
mile north and south and one-quarter mile in an east and west direction. The plant site is
located on the western edge of the purchased property near the midpoint of the western
north/south property line. The 8-acre plant site extends 720 feet in a north/south direction
and 485 feet in an east/west direction.
A southeast/northwest trending topographic ridge bisects the project site. A natural
drainage way flowing in a northwesterly direction parallels the ridge to the south. A 5-foot
deep localized depression is located on the north side of the project site near the northwest
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Flatirons, Inc. — Surveying&Engineering
corner of the plant site. The existing high point of the plant site is at an elevation of 4895.5
and is located near the midpoint of the eastern plant boundary. The crest of the ridge
slopes downward to the northwest at 1.25%. Slopes from the top of the ridge off the sides
vary from 5% to 7%. Topographic low areas are situated the four corners of the 8-acre
parcel. The elevation at the northeast, northwest, southwest, and southeast corners of the
plant site are 4880.0,4877.0, 4884.0, and 4887.5,respectively. Surface runoff is collected
by the northwest trending drainage ways and conveyed to the cultivated farm fields to the
west.
The property is covered by a thick, healthy grass, and scattered sage brush is located on top
of the ridge. The grass appears to be wheat that has reseeded itself from farm crops that
once grew on the land.
There are three proposed access point to the new project site. The existing north/south
private access road, that runs parallel to the western boundary of the property, is up to 125-
feet west of the west of the property. A new access road will be constructed parallel to the
west side of the property fronting the plant property on the west. The three access points
will be established near the southwest corner of the plant property, near the middle of the
property on the west, and at a point 150-feet south of the northwest property corner.
The dominant soil covering the proposed project site is the Valent Sand, 3 to 9 percent,
which is identified as Map Unit 70. There is also an area of Valent Sand, 0 to 3 percent,
which is identified as Map Unit 69, located at the southwest corner of the plant property.
The Valent Sands are excessively drained and assigned Hydrologic Soils Group A by the
United States Department of Agriculture (USDA)National Resources Conservation
Service (NRCS).
Project Description
The Speer Plant is a natural gas facility. Buried pipelines connected to local infrastructure
are used to feed the plant, and the processed natural gas from the station will be delivered
through other buried pipes. The proposed development will add compressors and
associated infrastructure to the property. The plant will allow Aka Energy to process and
deliver natural gas. The portions of the site that are not be used for appurtenances or
buildings will be covered with a crushed recycled concrete surface. The proposed drainage
concept is to replicate historic drainage patterns as close as possible while directing surface
drainage to a water quality area situated at the northeast corner of the property. The layout
of the proposed improvements is shown on the grading plan and will not adversely impact
the drainage concept.
2 .0 Drainage Basins and Sub-Basins
Major Basin Description
The property is located in the South Platte River Basin approximately 6 miles southeast of
river. The South Platte River flows to the northeast, and most of the land between the river
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Flatirons, Inc. — Surveying&Engineering
and the site is irrigated agricultural land. The excess runoff from the site flows to farm
fields located to the west.
The Speer Plant property is located in Zone C, Areas of minimal flooding. According to
the FEMA Food Insurance Rate Map; Community Panel No. 080266-0775 C, Dated
September 28, 1982.
Sub-Basin Description
Historically, runoff across the site flows in a northwesterly direction following existing
topographic features. Two large natural drainage basins from east of the plant site convey
the historic offsite flows either north or south around the 8-acre project site. The two
drainage basins convey runoff from farm fields to the east of the property to the
agricultural fields west of the property. There is not a defined flowline in either of the
historic basins.
On the south side of the plant property, offsite runoff naturally flows northwesterly through
the southwest corner of the 8-acre site;however, an east/west trending berm, one to two-
foot high, along the southern edge of the plant site directs surface runoff to the west. The
berm seems to have been formed by windblown sand being deposited along an old fence
line. The fence no longer exists,but the berm has become a permanent drainage feature,
and directs surface runoff to the west around the south end of the developed site.
A localized topographic depression is located immediately north of the northwest corner of
the plant site. The depression extends 250 feet in an east/west direction and 100 feet in a
north/south direction after the plant site has been graded. The depth of the depression is
five feet. No runoff from the plant site is directed to the depression,with the exception of
minor flows from the exterior slopes of the plant site pad.
The offsite runoff from east and north of the plant site is directed around the plant site to
the north by a natural U-shaped draw. The flows in the draw are directed to the farm field
that is situated west of the applicant's property.
Offsite flows are conveyed around the property and not allowed the mix with onsite flows
3 .0 Dr ainage Design Cr it er is
Regulations
This final drainage narrative is prepared with criteria set forth in the Weld County Storm
Drainage Criteria (WCSDC)Addendum to the Urban Storm Drainage Criteria Manual
(USDCM), and Volumes 1, 2, and 3 of the Urban Storm Drainage Criteria Manual.
Spreadsheets supplied by Urban Storm Drainage website were used to calculate water
quality capture volume (WQCV).
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Flatirons, Inc. — Surveying&Engineering
The applicant is proposing to follow the 10% impervious rule and not prepare a Final
Drainage Report or construct a detention pond for the project. The applicant owns the 80-
acre contiguous piece land and is proposing to develop 8 of the 80 acres. The 8-acre plant
site will have an imperviousness of 43%, and the whole 80-acre site will have an
imperviousness of 6%. A water quality area will be established at the northeast corner of
the developed plant site to treat excess runoff. The required WQCV is 0.149 acre-feet, and
the water quality pond has a capacity of 0.324 acre-feet. The water collected in the water
quality pond will be allowed to infiltrate.
Development Criteria Reference and Restraints
There is neither a project master plan,nor a regional drainage master plan for the site.
Buried utilities and natural grass pipelines are located on the property, and the utilities have
been field located and are shown on the grading plan.
The proposed development will add compressors and associated infrastructure to the 8-acre
property. The portions of the site that will not be used for appurtenances will be covered
with a crushed concrete surface. Access to the site during construction will be via the three
proposed access points that will be constructed from the proposed access road that fronts
the west property boundary.
The proposed drainage concept is to replicate historic drainage patterns to the greatest
extent possible. Swales will be used to collect onsite surface runoff and convey the flows
to a water quality pond located at the northeast corner 8-acre plant site. Runoff directed to
the water quality pond will be allowed to infiltrate,unless the onsite generated flows are
larger than the capacity of the pond. In instances where the onsite generated flows are
larger than the water quality pond capacity, the excess runoff will be released from the
pond using the riprap lined emergency spillway. The runoff released from the water
quality pond will be directed northerly to the northern offsite basin. Refer to Appendix B
for the water quality pond calculations.
Hydrological Criteria
The design rainfall was obtained from NOAA's Precipitation Frequency Data Server
website. The values are based on NOAA Atlas 14, Volume 8, Version 2 published by the
National Oceanic and Atmospheric Administration(NOAA). The latitude (40.2650°N) and
longitude (104.7149°W) of the site was used to obtain the point frequency rainfall for the
project. The minor storm (10-year) precipitation depth is 1.39 inches for the 1-hour event,
2.00 inches for the 6-hour event, and 2.72 inches for the 24-hour event. The major storm
(100-year)precipitation depth is 2.71 inches for the 1-hour event, 3.89 inches for the 6-
hour event, and 4.68 inches for the 24-hour event.
Hydraulic Criteria
The drainage facilities that will be used to convey storm water runoff through the site to the
water quality pond are based on capacities identified in the USDCM and WCSDC. There
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Flatirons, Inc. — Surveying&Engineering
-
are no inlets or storm sewers on the site, and no check or drop structures are included as
part of the drainage improvements. Runoff is conveyed on the surface of the site, except
where culverts are required under plant entrances from the new access road.
Spreadsheets developed by USDCM were used to calculate stage-storage volume for the
water quality basin, and water quality capture volume (WQCV). Copies of the calculations
can be found in Appendix A.
4 .0 Drainage Facil it y Design
General Concept
The proposed drainage concept for the Speer Plant is to replicate historic drainage patterns
as closely as possible. Onsite flows will be directed to the water quality pond located at the
northeast corner of the developed plant site, and the runoff collected by the water quality
pond will be allowed to infiltrate. Open channels which are 2-feet deep with 4 to 1 side
slopes will convey onsite flows around the perimeter of the site to the water quality area
pond located near the northeast corner of the 8-acre site. Offsite flows will be directed
around the proposed plant site and not allowed to mix with untreated onsite flows. The
drainage patterns in the vicinity of the proposed plant will not be significantly altered by
the plant construction.
On the south side of the property, offsite runoff which naturally flows northwesterly
through the southwest corner of the 8-acre site will be diverted by berms and swales around
the project site to the south. The grading of the project site will direct the offsite flows
westerly along the southern boundary of the plant property, and then release the runoff to
the farm fields located west of the project.
Grading on the east side of the project will keep the onsite and offsite flows separated.
Two parallel open channels flowing to the north along the east side of the 8-acre plant site
will direct onsite flows to the water quality pond, and direct offsite flows to the north to the
offsite basin that drains the east and north side of the site.
Specific Details
All drainage improvements for the expansion property are in compliance with the Weld
County Storm Drainage Criteria Addendum and the Urban Storm Drainage Criteria
Manuals, Volumes 1, 2, and 3. No drainage problems were encountered during the design
of the expansion property improvements.
The hydraulic structures evaluated for the developed 8-acre site include two open channels
(Channels 1 and 2), three 15-inch CMP culverts (Culverts 1 through 3), and a water quality
pond with emergency spillway. The three culverts have identical characteristics so only
one culvert was evaluated.
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Flatirons, Inc. — Surveying&Engineering
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Channel 1 is the perimeter ditch that starts at the midpoint of the south boundary. The
channel flows to the west along the south edge of the plant site, then to the north along the
western edge of the plant site, and finally easterly along the north side of the plant site to
the water quality pond located at the northeast corner of the site. Channel 1 has a length of
1260 feet and a constant slope of 0.5%. Channel 1 is 2-feet deep with 4 to 1 side slopes.
The 100-year peak design flow in the channel is 9.2 cfs.
Channel 2 is the perimeter ditch that starts at the midpoint of the south boundary and flows
east along the south edge of the 8-acre plant site before flowing to the north along the east
edge of the plant site. Channel 2 empties into the water quality pond at the northeast corner
of the plant site. Channel 2 has a length of 850 feet and a constant slope of 0.74%.
Channel 2 is 2-feet deep with 4 to 1 side slopes. The 100-year peak design flow is 5.8 cfs.
Open Channel Summary
Description Depth Design Max. Water Max.
of Swale Peak Q100 Depth** Velocity*** Freeboard
(ft) (cfs) (ft) (fps) (ft)
Channel 1 2.0 9.2 0.96 3.18 1.04
Channel2 2.0 5.8 0.75 3.23 1.25
Table 1
** Based on design channel with a manning's n of 0.025 and the minimum channel slope.
***Based on design channel with a manning's n of 0.018 and maximum channel slope
Three culverts are part of the project's drainage improvements. The three 15"culverts are
in Channel 1 and have identical characteristics. The culverts are placed under the three
access points to 8-acre site from the proposed access road. Flared end sections will be
installed on the culverts and riprap outlet protection will be placed at the outlet of each
culvert.
Culvert Summary
Culvert Design Max. Water Max.
Description Diameter Peak Q100 Depth Velocity Slope
(in) (cfs) (in) (fps) (%)
Culvert 1 15 2.2 11.0 2.28 0.50
Culvert 2 15 2.2 11.0 2.28 0.50
Culvert 2 15 2.2 11.0 2.28 0.50
Table 2
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Flatirons, Inc. — Surveying&Engineering
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Detention storage will not be constructed as part of the site improvements. The applicant is
proposing to follow the 10% impervious rule and not prepare a Final Drainage Report or
construct a detention pond for the project. The applicant is purchasing an 80-acre
contiguous piece land and is proposing to develop 8 of the 80 acres. The 8-acre plant site
will have an imperviousness of 43%, and the whole 80-acre site will have an
imperviousness of 6% after the construction of the plant.
In lieu of detention storage, a water quality pond will be constructed at the northeast corner
of the 8-acre plant site to treat onsite runoff. The water quality pond is triangular shaped
and has a depth of 3 feet. A 20-foot long emergency spillway will be constructed on the
north embankment of the pond so flows in excess of the water quality pond capacity can be
released without damaging the pond embankment. The emergency spillway is set at an
elevation of 4882.0 and the bottom of the pond has an elevation of 4879.0. The spillway is
designed to release the 100-year peak runoff from the plant site of 21.2 cfs. The required
WQCV for the site is 0.149 ac-ft, and the pond as shown on the plans provides 0.324 ac-ft
of storage. The maximum depth in the water quality pond when completely full is 3.00
feet. Based on an infiltration rate of 20 minutes per inch or three-inches per hour and the
maximum depth of water in the pond, it will take 12.0 hours for the water quality pond to
empty by infiltration.
Water Quality Stage Storage Table
Elevation Area at Elevation Volume Below Comments
(sf) Stage (ac-ft)
4879.0 2713 0 Bottom of Pond
4879.5 3250 0.034
4880.0 3834 0.075
4880.5 4465 0.123
4881.0 5143 0.178 WQCV Elev=4880.74
4881.5 6207 0.243
4882.0 7943 0.324 Spillway Elev=4882.00
4882.5 10,349 0.429
4883.0 13,461 0.566 Top Pond Embankment=4883.00
Table 3
Access to the drainage facilities will be easily accessible from the onsite pad. There are no
anticipated issues accessing the drainage facilities for maintenance purposes. The
detention pond, open channels, berms and culvert are adjacent to the onsite pad.
Maintenance will include keeping culverts, swales, and pond free of accumulated sediment,
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Flatirons, Inc. — Surveying&Engineering
obstructions, and debris, keeping berms and embankments erosion free, and inspecting the
yard for uncontrolled spills.
All onsite drainage facilities will be private, and the plant operator will be responsible for
the maintenance of onsite drainage facilities. The plant operator will inspect offsite
drainage patterns and flows to make sure unforeseen offsite drainage issues don't have an
adverse impact on plant operations. Inspections will take place at least every six months or
following major precipitation events. Copies of the inspections shall be kept on file at the
site and made available upon request to those authorized to review the inspections reports.
An inspection log can be found in Appendix E.
5 .0 Conclusions
The Drainage Narrative has been prepared in compliance with the criteria set forth by
Urban Storm Drainage Criteria Manuals (USDCM), Volumes 1, 2 and 3, and the Weld
County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals,
Volumes 1, 2 and 3 dated October 2006. It is intended to be submitted as part of, and in
support of a Weld County Use by Special Review Permit application for Aka Energy
Group,LLC of Platteville, CO for the Speer Plant. The proposed development is located
on agricultural land, and it will not have any negative impacts on the upstream or
downstream properties, or adversely affect adjoining property owners. The site is
surrounded by agricultural land, and there are no structures that could be damaged by
surface runoff immediately downstream from the property.
Speer Plant 10 May 28, 2014
Flatirons, Inc. — Surveying&Engineering
References
- Weld County Strom Drainage Criteria Addendum to the Urban Storm Drainage
Criteria Manuals Volumes 1, 2, and 3
October 2006
Weld County Public Works Department.
- Urban Storm Drainage Criteria Manual Volumes 1 and 2
June 2001; Revised April 2008
Urban Drainage and Flood Control District
- Urban Storm Drainage Criteria Manual Volume 3 -Best Management Practices
November 2010
Urban Drainage and Flood Control District
- FEMA Flood Insurance Rate Map
September 28, 1982
Community Panel No. 080266-0775 C
- USDA Natural Resources Conservation Service
National Cooperative Soil Survey
http://websoilsurvey.nrcs.usda.gov/app/
- NOAA National Weather Service
Precipitation Frequency Data Server
Hsdc.nws.noaa.gov/hdsc/pfds
- Hepworth-Pawlak Geotechnical, Inc.
Geotechnical Engineering Study Proposed Speer Compression
Station, Located Approximately 1/4 Mile North and 1 Mile West of
Intersection of County Road 38 and County Road 39, Weld County,
Colorado,May 19, 2014
Speer Plant 11 May 28, 2014
Flatirons, Inc. — Surveying&Engineering
Appendix A
Hydrology Computations
➢ Land Use Assumptions
o NOAA Rainfall intensity maps
o NRCS soils maps and descriptions
➢ Developed Runoff
o Runoff Coefficient vs. Watershed Impervious Tables
o Runoff coefficients determination
o Time of Concentration calculations (Tc)
o Peak Q calculations
Speer Plant A May 28, 2014
Precipitation Frequency Data Server http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html'?lat--40.2650&lo...
NOAA Atlas 14,Volume 8,Version 2
Location name: La Salle, Colorado, US* = °.
.
Latitude: 40.2650°, Longitude: .104.7149° f w 2
®® F Elevation: 4880 ft*
°""e *source:Google Maps "`-.• •�`
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica,Deborah Martin,Sandra Pavlovic,Ishani Roy,Michael St.Laurent,Carl Trypaluk,Dale
Unruh,MNchael Yekta,Geoffery Bonnin
NOM,National Weather Service,Silver Spring,Maryland
PF_tabular I PF_graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90%confidence intervals (in inches)1
Average recurrence interval(years)
Duration -
1 I2 5 I 10 I 25 I 50 100 II 200 I 500 II 1000
L5-min 0.240 0.290 0.388 0.482 0.633 0.766 0.914 1.08 1.32 1.51
(0.195-0.298) (0.236-0.361) (0.313-0.483) (0.387-0.605) (0.497-0.853) (0.581-1.04) (0.663-1.27) (0.744-1.55) (0.867-1.95) (0.960-2.25)
10-min 0.351 0.425 0.567 0.706 0.928 1.12 1.34 1.58 1.93 2.22
(0.285-0.436) (0.345-0.528) (0.459-0.708) (0.567-0.885) (0.728-1.25) (0.850-1.52) (0.971-1.87) (1.09-2.27) (1.27-2.85) (1.41-3.30)
15-min 0.428 0.518 0.692 0.861 1.13 1.37 1.63 1.92 2.35 2.71
(0.348-0.532) (0.421-0.644) (0.559-0.863) (0.691-1.08) (0.888-1.52) (1.04-1.86) (1.18-2.28) (1.33-2.77) (1.55-3.48) (1.72-4.02)
30-min 0.575 0.693 0.923 1.15 1.51 1.83 2.19 2.59 3.17 3.65
(0.467-0.714) (0.562-0.861) (0.746-1.15) (0.923-1.44) (1.19-2.04) (1.39-2.49) (1.59-3.06) (1.79-3.72) (2.09-4.70) (2.32-5.43)
60-min 0.711 0.845 1.12 1.39 1.84 2.25 2.71 3.23 3.99 4.63
(0.578-0.883) (0.686-1.05) (0.903-1.39) (1.12-1.75) (1.46-2.50) (1.71-3.07) (1.97-3.80) (2.23-4.65) (2.63-5.92) (2.93-6.88)
2-hr 0.847 0.997 1.31 1.64 2.18 2.67 3.23 3.87 4.81 5.60
(0.694-1.04) (0.815-1.23) (1.07-1.62) (1.32-2.03) (1.74-2.93) (2.05-3.62) (2.38-4.49) (2.70-5.52) (3.21-7.06) (3.58-8.23)
3-hr 0.927 1.08 1.41 1.75 2.34 2.88 3.49 4.19 5.23 6.11
(0.762-1.13) (0.886-1.32) (1.15-1.73) (1.42-2.16) (1.88-3.14) (2.22-3.88) (2.58-4.83) (2.95-5.96) (3.51-7.65) (3.94-8.92)
6-hr 1.08 1.25 1.62 2.00 2.64 3.23 3.89 4.64 5.76 6.70
(0.895-1.31) (1.04-1.52) (1.34-1.98) (1.64-2.45) (2.14-3.50) (2.51-4.30) (2.90-5.32) (3.30-6.52) (3.90-8.32) (4.36-9.67)
12-hr 1.27 1.49 1.93 2.35 3.02 3.61 4.26 4.98 6.04 6.91
(1.06-1.52) (1.25-1.80) (1.60-2.33) (1.94-2.85) (2.44-3.91) (2.82-4.72) (3.19-5.71) (3.56-6.88) (4.12-8.57) (4.55-9.86)
24-hr 1.51 1.77 2.26 2.72 3.42 4.03 4.68 5.40 6.43 7.28
(1.27-1.80) (1.49-2.11) (1.89-2.71) (2.26-3.27) (2.77-4.36) (3.16-5.18) (3.54-6.18) (3.89-7.34) (4.43-9.00) (4.84-10.3)
2-day 1.72 2.06 2.63 3.14 3.89 4.51 5.16 5.85 6.82 7.59
(1.46-2.04) (1.74-2.43) (2.22-3.12) (2.64-3.74) (3.16-4.86) (3.56-5.70) (3.92-6.70) (4.24-7.82) (4.73-9.38) (5.10-10.6)
3-day 1.89 2.22 2.81 3.32 4.08 4.70 5.36 6.06 7.03 7.81
(1.61-2.21) (1.89-2.61) (2.38-3.31) (2.80-3.94) (3.33-5.06) (3.73-5.91) (4.09-6.91) (4.42-8.04) (4.91-9.61) (5.29-10.8)
L4-day 2.01 2.35 2.94 3.46 4.23 4.85 5.51 6.22 7.20 7.98
(1.72-2.35) (2.01-2.75) (2.50-3.45) (2.93-4.08) (3.46-5.21) (3.87-6.07) (4.23-7.07) (4.55-8.21) (5.05-9.79) (5.42-11.0)
7-day 2.30 2.68 3.33 3.89 4.68 5.32 5.98 6.67 7.61 8.35
(1.98-2.67) (2.30-3.12) (2.85-3.88) (3.31-4.55) (3.85-5.70) (4.26-6.57) (4.61-7.58) (4.91-8.70) (5.38-10.2) (5.73-11.4)
10-day 2.54 2.96 3.67 4.26 5.08 5.73 6.39 7.07 7.98 8.68
(2.19-2.93) (2.56-3.43) (3.15-4.25) (3.64-4.96) (4.19-6.13) (4.61-7.02) (4.95-8.03) (5.23-9.14) (5.66-10.6) (5.99-11.8)
20-day 3.24 3.74 4.55 5.21 6.12 6.81 7.50 8.20 9.10 9.78
(2.83-3.71) (3.25-4.28) (3.94-5.22) (4.49-6.01) (5.08-7.27) (5.52-8.22) (5.86-9.29) (6.12-10.4) (6.52-11.9) (6.83-13.1)
30-day 3.80 4.37 5.27 6.00 7.00 7.75 8.48 9.21 10.2 10.9
(3.33-4.33) (3.81-4.97) (4.59-6.02) (5.20-6.89) (5.83-8.25) (6.30-9.28) (6.65-10.4) (6.92-11.6) (7.32-13.2) (7.62-14.4)
45-day 4.47 5.14 6.19 7.04 8.17 9.01 9.82 10.6 11.6 12.3
(3.94-5.06) (4.51-5.82) (5.42-7.03) (6.13-8.03) (6.83-9.55) (7.36-10.7) (7.74-12.0) (8.01-13.3) (8.42-15.0) (8.73-16.3)
60-day 5.02 5.79 7.00 7.96 9.23 10.2 11.0 11.9 13.0 13.7
(4.43-5.66) (5.10-6.53) (6.15-7.92) (6.95-9.04) (7.73-10.7) (8.32-12.0) (8.73-13.4) (9.01-14.8) (9.43-16.6) (9.74-18.0)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates
(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
1 of 4 5/2/2014 9:11 AM
Precipitation Frequency Data Server http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.2650&l0...
PDS-based depth-duration-frequency (DDF) curves
Latitude:40.2650°, Longitude: -104.7149°
14 , I 1 f t I 1 I Try
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NOAA Atlas 14,Volume 8,Version 2 Created(GMT): Fri May 2 15:10:54 2014
Back to Top
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USDA Natural Resources Web Soil Survey 5/2/2014
Conservation Service National Cooperative Soil Survey Page 1 of 3
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Soil Map—Weld County,Colorado,Southern Part Speer Plant
Map Unit Legend
Weld County,Colorado,Southern Part(CO618)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
69 Valent sand,0 to 3 percent 6.7 27.5%
slopes
70 Valent sand,3 to 9 percent 17.4 71.0%
slopes
72 Vona loamy sand,0 to 3 percent 0.4 1.6%
slopes
Totals for Area of Interest 24.5 100.0%
USDA Natural Resources Web Soil Survey 5/2/2014
ollin Conservation Service National Cooperative Soil Survey Page 3 of 3
Map Unit Description:Valent sand,3 to 9 percent slopes---Weld County,Colorado,Southern Part Speer Plant
Map Unit Description
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions in this
report, along with the maps, can be used to determine the composition and
properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description.Other minor components, however,have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned,however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
USDA Natural Resources Web Soil Survey 5/2/2014
Conservation Service National Cooperative Soil Survey Page 1 of 3
Map Unit Description:Valent sand,3 to 9 percent slopes---Weld County,Colorado,Southern Part Speer Plant
Soils that have profiles that are almost alike make up a soil series. All the soils of
a series have major horizons that are similar in composition, thickness, and
arrangement. Soils of a given series can differ in texture of the surface layer,slope,
stoniness,salinity,degree of erosion,and other characteristics that affect their use.
On the basis of such differences, a soil series is divided into soil phases. Most of
the areas shown on the detailed soil maps are phases of soil series. The name of
a soil phase commonly indicates a feature that affects use or management. For
example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management.The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas,or it can be made
up of all of them.Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Additional information about the map units described in this report is available in
other soil reports,which give properties of the soils and the limitations, capabilities,
and potentials for many uses. Also, the narratives that accompany the soil reports
define some of the properties included in the map unit descriptions.
Weld County, Colorado, Southern Part
70—Valent sand, 3 to 9 percent slopes
Map Unit Setting
Elevation:4,650 to 5,100 feet
Mean annual precipitation: 13 to 19 inches
Mean annual air temperature:48 to 52 degrees F
Frost-free period: 130 to 180 days
Map Unit Composition
Valent and similar soils: 95 percent
Minor components: 5 percent
USDA Natural Resources Web Soil Survey 5/2/2014
Conservation Service National Cooperative Soil Survey Page 2 of 3
Map Unit Description:Valent sand,3 to 9 percent slopes---Weld County,Colorado,Southern Part Speer Plant
Description of Valent
Setting
Landform: Plains
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Eolian deposits
Properties and qualities
Slope:3 to 9 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Capacity of the most limiting layer to transmit water(Ksat): High to
very high (5.95 to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity:Very low (about 2.6 inches)
Interpretive groups
Farmland classification: Not prime farmland
Land capability classification (irrigated):4e
Land capability(nonirrigated): 6e
Hydrologic Soil Group:A
Ecological site: Deep Sand (R067BY015CO)
Typical profile
0 to 8 inches: Fine sand
8 to 60 inches:Sand
Minor Components
Osgood
Percent of map unit:5 percent
Data Source Information
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 12, Jan 3, 2014
USDA Natural Resources Web Soil Survey 5/2/2014
Conservation Service National Cooperative Soil Survey Page 3 of 3
Map Unit Description:Valent sand,0 to 3 percent slopes---Weld County,Colorado,Southern Part Speer Plant
Map Unit Description
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions in this
report, along with the maps, can be used to determine the composition and
properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description.Other minor components, however,have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned,however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
USDA Natural Resources Web Soil Survey 5/2/2014
Conservation Service National Cooperative Soil Survey Page 1 of 3
Map Unit Description:Valent sand,0 to 3 percent slopes---Weld County,Colorado,Southern Part Speer Plant
Soils that have profiles that are almost alike make up a soil series. All the soils of
a series have major horizons that are similar in composition, thickness, and
arrangement. Soils of a given series can differ in texture of the surface layer,slope,
stoniness,salinity,degree of erosion,and other characteristics that affect their use.
On the basis of such differences, a soil series is divided into soil phases. Most of
the areas shown on the detailed soil maps are phases of soil series. The name of
a soil phase commonly indicates a feature that affects use or management. For
example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management.The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas,or it can be made
up of all of them.Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Additional information about the map units described in this report is available in
other soil reports,which give properties of the soils and the limitations, capabilities,
and potentials for many uses. Also, the narratives that accompany the soil reports
define some of the properties included in the map unit descriptions.
Weld County, Colorado, Southern Part
69—Valent sand, 0 to 3 percent slopes
Map Unit Setting
Elevation:4,650 to 5,100 feet
Mean annual precipitation: 13 to 19 inches
Mean annual air temperature:48 to 52 degrees F
Frost-free period: 130 to 180 days
Map Unit Composition
Valent and similar soils.' 90 percent
Minor components: 10 percent
USDA Natural Resources Web Soil Survey 5/2/2014
Conservation Service National Cooperative Soil Survey Page 2 of 3
Map Unit Description:Valent sand,0 to 3 percent slopes---Weld County,Colorado,Southern Part Speer Plant
Description of Valent
Setting
Landform: Plains
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Eolian deposits
Properties and qualities
Slope:0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Capacity of the most limiting layer to transmit water(Ksat): High to
very high (5.95 to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity:Very low (about 2.6 inches)
Interpretive groups
Farmland classification: Farmland of local importance
Land capability classification (irrigated):4e
Land capability(nonirrigated): 6e
Hydrologic Soil Group:A
Ecological site: Deep Sand (R067BY015CO)
Typical profile
0 to 8 inches: Fine sand
8 to 60 inches:Sand
Minor Components
Osgood
Percent of map unit: 10 percent
Data Source Information
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 12, Jan 3, 2014
USDA Natural Resources Web Soil Survey 5/2/2014
Conservation Service National Cooperative Soil Survey Page 3 of 3
RUNOFF DRAINAGE CRITERIA MANUAL (V. 1)
TABLE RO-5 (Continued)—Runoff Coefficients, C
Percentage Type A NRCS Hydrologic Soils Group
_Imperviousness
_ 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
0% 0.00 0.00 0.05 0.12 0.16 0.20
5% 0.00 0.02 0.10 0.16 0.20 0.24
10% 0.00 0.06 0.14 0.20 0.24 0.28
15% 0.02 0.10 0.17 0.23 0.27 0.30
20% 0.06 0.13 0.20 0.26 0.30 0.33
25% 0.09 0.16 0.23 0.29 0.32 0.35
30% 0.13 0.19 0.25 0.31 0.34 0.37
35% 0.16 0.22 0.28 0.33 0.36 0.39
40% 0.19 0.25 0.30 0.35 0.38 0.41
45% 0.22 0.27 0.33 0.37 0.40 0.43
50% 0.25 0.30 0.35 0.40 0.42 0.45
55% 0.29 0.33 0.38 0.42 0.45 0.47
60% 0.33 0.37 0.41 0.45 0.47 0.50
65% 0.37 0.41 0.45 0.49 0.51 0.53
70% 0.42 0.45 0.49 0.53 0.54 0.56
75% 0.47 0.50 0.54 0.57 0.59 0.61
80% 0.54 0.56 0.60 0.63 0.64 0.66
85% 0.61 0.63 0.66 0.69 0.70 0.72
90% 0.69 0.71 0.73 0.76 0.77 0.79
95% 0.78 0.80 0.82 0.84 0.85 0.86
100% 0.89 0.90 0.92 0.94 0.95 0.96
RO-12 2007-01
Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF
Table RO-3—Recommended Percentage Imperviousness Values
Land Use or Percentage
Surface Characteristics Imperviousness
Business:
Commercial areas 95
Neighborhood areas 85
Residential:
Single-family
Multi-unit(detached) 60
Multi-unit(attached) 75
Half-acre lot or larger *
Apartments 80
Industrial:
Light areas 80
Heavy areas 90
Parks, cemeteries 5
Playgrounds 10
Schools 50
Railroad yard areas 15
Undeveloped Areas:
Historic flow analysis 2
Greenbelts, agricultural 2
Off-site flow analysis 45
(when land use not defined)
Streets:
Paved 100
Gravel (packed) 40
Drive and walks 90
Roofs 90
Lawns, sandy soil 0
Lawns, clayey soil 0
* See Figures RO-3 through RO-5 for percentage imperviousness.
CA r KA P 1.3113 I- 1.4412 n1.1351-10.12_for CA -0, otherwise CA =0 (RO-6)
CCD E Kcn ❑ L0.85813 ❑0.78612 10.774110.04_ (RO-7)
C8 - A - Ca,12
2007-01 RO-9
Urban Drainage and Flood Control District
Area-Weighting for Impervious Calculation
Project Title: Speer Plant
Catchment ID: Overall Property
Illustration
LEAD:
Flow Direction
��rat�3 4
S Catchment
uhaiea 3
Boundary
Instructions: For each catchment subarea,enter values for A and C.
Subarea Area Impervious Product
ID acres
A I CI
input input input output
gravel 7.40 40.00 296.00
roof 0.50 90.00 45.00
undeveloped 72.45 2.00 144.90
Sum: 80.35 Sum: 485.90
Area-Weighted Runoff Coefficient(sum CA/sum A)= 6.05
Area-Weighting for Impervious Calculation
Project Title: Speer Plant
Catchment ID: Developed Project Site
Illustration
LEGEND:
Flow Direction
��rat�3 4
S Catchment
uhaiea 3
Boundary
Instructions: For each catchment subarea,enter values for A and C.
Subarea Area Impervious Product
ID acres
A I CI
input input input output
gravel 7.40 40.00 296.00
roof 0.50 90.00 45.00
Sum: 7.90 Sum: 341.00
Area-Weighted Runoff Coefficient(sum CA/sum A)= 43.16
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title: Speer Plant
Catchment ID: Developed Plant Site
I. Catchment Hydrologic Data
Catchment ID= plant site
Area= 7.90 Acres
Percent Imperviousness= 43.16 %
NRCS Soil Type= A A, B,C,or D
II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3
Design Storm Return Period,Tr= 100 years (input return period for design storm)
Cl = 28.50 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 2.71 inches (input one-hr precipitation--see Sheet"Design Info")
III. Analysis of Flow Time(Time of Concentration)for a Catchment
Runoff Coefficient,C= 0.42
Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.)
5-yr.Runoff Coefficient,C-5= 0.26
Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.)
Illustration
------ .
overland LEGEND
Reach 1 flow
Reach 2 i O Beginning
Flow Direction
Catchment
Reach 3 Boundary
NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas&
Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations: Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey- Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.0131 200 0.26 N/A 0.17 19.56
1 0.0129 379 10.00 1.14 5.56
2 0.0071 91 10.00 0.84 1.80
3
4
5
Sum 670 Computed Tc= 26.92
Regional Tc= 13.72
User-Entered Tc= 13.72
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 4.53 inch/hr Peak Flowrate,Qp= 14.99 cfs
Rainfall Intensity at Regional Tc, I = 6.41 inch/hr Peak Flowrate,Qp= 21.23 cfs
Rainfall Intensity at User-Defined Tc, I = 6.41 inch/hr Peak Flowrate,Qp= 21.23 cfs
100507-UD-Rational v1.02a.xls,Tc and PeakQ-Overall 5/27/2014, 11:53 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title: Speer Plant
Catchment ID: Channel 1 Basin
I. Catchment Hydrologic Data
Catchment ID= Channel 1
Area= 3.42 Acres
Percent Imperviousness= 43.00 %
NRCS Soil Type= A A, B,C,or D
II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3
Design Storm Return Period,Tr= 100 years (input return period for design storm)
Cl = 28.50 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 2.71 inches (input one-hr precipitation--see Sheet"Design Info")
III. Analysis of Flow Time(Time of Concentration)for a Catchment
Runoff Coefficient,C= 0.42
Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.)
5-yr.Runoff Coefficient,C-5= 0.26
Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.)
Illustration
------ .
overland LEGEND
Reach 1 flow
Reach 2 i O Beginning
Flow Direction
Catchment
Reach 3 Boundary
NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas&
Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations: Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey- Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.0179 200 0.26 N/A 0.19 17.65
1 0.0507 426 10.00 2.25 3.15
2
3
4
5
Sum 626 _ Computed Tc= 20.80
Regional Tc= 13.48
User-Entered Tc= 13.72
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 5.22 inch/hr Peak Flowrate,Qp= 7.48 cfs
Rainfall Intensity at Regional Tc, I = 6.46 inch/hr Peak Flowrate,Qp= 9.26 cfs
Rainfall Intensity at User-Defined Tc, I = 6.41 inch/hr Peak Flowrate,Qp= 9.19 cfs
100507-UD-Rational v1.02a.xls,Tc and PeakQ-Channel 1 5/27/2014, 11:56 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title: Speer Plant
Catchment ID: Channel 2 Basin
I. Catchment Hydrologic Data
Catchment ID= Channel 2
Area= 2.17 Acres
Percent Imperviousness= 43.00 %
NRCS Soil Type= A A, B,C,or D
II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3
Design Storm Return Period,Tr= 100 years (input return period for design storm)
Cl = 28.50 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 2.71 inches (input one-hr precipitation--see Sheet"Design Info")
III. Analysis of Flow Time(Time of Concentration)for a Catchment
Runoff Coefficient,C= 0.42
Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.)
5-yr.Runoff Coefficient,C-5= 0.26
Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.)
Illustration
------ .
overland LEGEND
Reach 1 flow
Reach 2 i O Beginning
Flow Direction
Catchment
Reach 3 Boundary
NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas&
Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations: Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey- Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.0131 200 0.26 N/A 0.17 19.56
1 0.0129 379 10.00 1.14 5.56
2 0.0071 91 10.00 0.84 1.80
3
4
5
Sum 670 Computed Tc= 26.92
Regional Tc= 13.72
User-Entered Tc= 13.72
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 4.53 inch/hr Peak Flowrate,Qp= 4.12 cfs
Rainfall Intensity at Regional Tc, I = 6.41 inch/hr Peak Flowrate,Qp= 5.83 cfs
Rainfall Intensity at User-Defined Tc, I = 6.41 inch/hr Peak Flowrate,Qp= 5.83 cfs
100507-UD-Rational v1.02a.xls,Tc and PeakQ-Channel 2 5/27/2014, 11:57 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title: Speer Plant
Catchment ID: Culvert Sub Basin
I. Catchment Hydrologic Data
Catchment ID= culvert
Area= 0.83 Acres
Percent Imperviousness= 40.00 %
NRCS Soil Type= A A, B,C,or D
II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3
Design Storm Return Period,Tr= 100 years (input return period for design storm)
Cl = 28.50 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 2.71 inches (input one-hr precipitation--see Sheet"Design Info")
III. Analysis of Flow Time(Time of Concentration)for a Catchment
Runoff Coefficient,C= 0.42
Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.)
5-yr.Runoff Coefficient,C-5= 0.26
Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.)
Illustration
------ .
overland LEGEND
Reach 1 flow
Reach 2 i O Beginning
Flow Direction
Catchment
Reach 3 Boundary
NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas&
Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations: Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey- Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.0071 200 0.26 N/A 0.14 23.95
1 0.0372 71 10.00 1.93 0.61
2 0.0050 339 10.00 0.71 7.99
3
4
5
Sum 610 Computed Tc= 32.55
Regional Tc= 13.39
User-Entered Tc= 13.72
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 4.05 inch/hr Peak Flowrate,Qp= 1.41 cfs
Rainfall Intensity at Regional Tc, I = 6.48 inch/hr Peak Flowrate,Qp= 2.25 cfs
Rainfall Intensity at User-Defined Tc, I = 6.41 inch/hr Peak Flowrate,Qp= 2.23 cfs
100507-UD-Rational v1.02a.xls,Tc and PeakQ-culvert 5/27/2014, 11:56 AM
Flatirons, Inc. — Surveying&Engineering
Appendix B
Hydraulic Computations
> Culverts
o Culvert sizing calculations
o Riprap outlet sizing
> Open Channels
o Open channel sizing
o Riprap sizing
> Water Quality Capture Volume
o WQCV calculations
➢ Water Quality Pond
o Stage storage volume calculations
o Emergency spillway calculations
o Infiltration calculations
Speer Plant B May 28, 2014
Culvert Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc. Tuesday,May 27 2014
15-inch CMP Culverts
Invert Elev Dn (ft) = 4880.00 Calculations
Pipe Length (ft) = 48.00 Qmin (cfs) = 2.20
Slope (%) = 0.50 Qmax (cfs) = 2.20
Invert Elev Up (ft) = 4880.24 Tailwater Elev (ft) = Normal
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 2.20
No. Barrels = 1 Qpipe (cfs) = 2.20
n-Value = 0.024 Qovertop (cfs) = 0.00
Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 2.28
Culvert Entrance = Projecting Veloc Up (ft/s) = 2.28
Coeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9 HGL Dn (ft) = 4880.92
HGL Up (ft) = 4881.16
Embankment Hw Elev (ft) = 4881.31
Top Elevation (ft) = 4882.50 Hw/D (ft) = 0.86
Top Width (ft) = 20.00 Flow Regime = Outlet Control
Crest Width (ft) = 10.00
15-inch CMP Culverts
4882.50 2.26
4882.00 - 1.76
4881.50 _ - 1.26
„A‘777
O cantral
4861.00 0.76
4880.50 -I - 0.26
486D.00 -0.24
4874.50 -0.74
0 5 10 15 20 25 30 35 40 45 50 55 60 66 70
Circular Culvert HGL Embank
Reach hp
Determination of Culvert Headwater and Outlet Protection
Project:Speer Plant
Basin ID:Culvert5 i Box CIRCLE 1 1
Li..
1—"— ' I-".—C 4
MM h.
7
-. v Soil Type:
'77— —Choose One:
`' � •Sandy
•Non-Sandy
wrww
Design Information(Input):
Design Discharge Q= 2.2 cfs
Circular Culvert:
Barrel Diameter in Inches D=I 15 inches
Inlet Edge Type(Choose from pull-down list) I Grooved End Projection
Box Culvert: OR
Barrel Height(Rise)in Feet Height(Rise)= ft.
Barrel Width(Span)in Feet Width(Span)= ft.
Inlet Edge Type(Choose from pull-down list) I
Number of Barrels No= 1
Inlet Elevation Elev IN= 4886.05 ft
Outlet Elevation OR Slope Elev OUT= 4885.81 ft
Culvert Length L= 48 ft
Mannings number n= 0.025
Bend Loss Coefficient kb= 0
Exit Loss Coefficient kx= 1
Tailwater Surface Elevation Yr= ft.
Required Protection(Output):
Tailwater Surface Height Yt= 0.50 ft
Max Allowable Channel Velocity V= 5.00 ft/s
Flow Area at Max Channel Velocity At= 0.44 fr
Culvert Cross Sectional Area Available A= 1.23 ft`
Entrance Loss Coefficient ke= 0.20
Friction Loss Coefficient kf= 4.10
Sum of All Losses Coefficients k,= 5.30 ft
Culvert Normal Depth Y.= 0.95 ft
Culvert Critical Depth Y.= 0.59 ft
Tailwater Depth for Design d= 0.92 ft
Adjusted Diameter OR Adjusted Rise D.= 1.10 ft
Expansion Factor 1/(2'tan(O))= 5.77
Flow/Diameter"OR Flow/(Rise'Span)°° Q!D°1.5= 1.57 ft'''/s
Tailwater/Diameter OR Tailwater/Rise Yt/D=' 0.40
Inlet Control Headwater NM= 0.84 ft
Outlet Control Headwater HWo= 1.00 ft
Design Headwater Elevation HW= 4,887.05 ft
Headwater/Diameter OR Headwater/Rise Ratio HW/D= 0.80
Minimum Theoretical Riprap Size d50= 1 in
Nominal Riprap Size d50= 6 in
UDFCD Riprap Type Type= VL
Length of Protection Lp= 4 ft
Channel Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc. Tuesday,May 27 2014
Channel 1 - Capacity
Triangular Highlighted
Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.96
Total Depth (ft) = 2.00 Q (cfs) = 9.200
Area (sqft) = 3.69
Invert Elev (ft) = 4880.00 Velocity (ft/s) = 2.50
Slope (%) = 0.50 Wetted Perim (ft) = 7.92
N-Value = 0.025 Crit Depth, Yc (ft) = 0.81
Top Width (ft) = 7.68
Calculations EGL (ft) = 1.06
Compute by: Known Q
Known Q (cfs) = 9.20
Elev (ft) Section Depth (ft)
4883.00 3.00
4882.50 2.50
4882.00 - - 2.00
4881.50 1.50
4881.00 ' 1.00
4880.50 0.50
4880.00 0.00
4879.50 -0.50
0 2 4 6 8 10 12 14 16 18 20
Reach (ft)
Channel Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc. Tuesday,May 27 2014
Channel 1 - Stability
Triangular Highlighted
Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.85
Total Depth (ft) = 2.00 Q (cfs) = 9.200
Area (sqft) = 2.89
Invert Elev (ft) = 4880.00 Velocity (ft/s) = 3.18
Slope (%) = 0.50 Wetted Perim (ft) = 7.01
N-Value = 0.018 Crit Depth, Yc (ft) = 0.81
Top Width (ft) = 6.80
Calculations EGL (ft) = 1.01
Compute by: Known Q
Known Q (cfs) = 9.20
Elev (ft) Section Depth (ft)
4883.00 3.00
4882.50 2.50
4882.00 - - 2.00
4881.50 1.50
4881.00 1.00
4880.50 0.50
4880.00 0.00
4879.50 -0.50
0 2 4 6 8 10 12 14 16 18 20
Reach (ft)
Channel Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc. Tuesday,May 27 2014
Channel 2 - Capacity
Triangular Highlighted
Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.75
Total Depth (ft) = 2.00 Q (cfs) = 5.800
Area (sqft) = 2.25
Invert Elev (ft) = 4880.00 Velocity (ft/s) = 2.58
Slope (%) = 0.74 Wetted Perim (ft) = 6.18
N-Value = 0.025 Crit Depth, Yc (ft) = 0.67
Top Width (ft) = 6.00
Calculations EGL (ft) = 0.85
Compute by: Known Q
Known Q (cfs) = 5.80
Elev (ft) Section Depth (ft)
4883.00 3.00
4882.50 2.50
4882.00 - - 2.00
4881.50 1.50
4881.00 1.00
- Q
4880.50 0.50
4880.00 0.00
4879.50 -0.50
0 2 4 6 8 10 12 14 16 18 20
Reach (ft)
Channel Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc. Tuesday,May 27 2014
Channel 2 - Stability
Triangular Highlighted
Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.67
Total Depth (ft) = 2.00 Q (cfs) = 5.800
Area (sqft) = 1.80
Invert Elev (ft) = 4880.00 Velocity (ft/s) = 3.23
Slope (%) = 0.74 Wetted Perim (ft) = 5.52
N-Value = 0.018 Crit Depth, Yc (ft) = 0.67
Top Width (ft) = 5.36
Calculations EGL (ft) = 0.83
Compute by: Known Q
Known Q (cfs) = 5.80
Elev (ft) Section Depth (ft)
4883.00 3.00
4882.50 2.50
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STAGE-STORAGE SIZING FOR DETENTION BASINS
Project: Speer Plant
Basin ID:Developed Project Site Water Quality Pond
Lam --- Side SiopeZ U n1 Side Slapez Side gape:
ria„, F]xv Ds rWv
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Design Information(Input): Check Basin Shape
Width of Basin Bottom,W = ft Right Triangle OR...
Length of Basin Bottom,L = ft Isosceles Triangle OR...
Dam Side-slope(H:V),Zd = ft/ft Rectangle OR...
Circle/Ellipse OR...
Irregular (Use Overide values in cells G32:G52)
MINOR MAJOR
Storage Requirement from Sheet'Modified FAA': acre-ft.
Stage-Storage Relationship: Storage Requirement from Sheet'Hydrograph': acre-ft.
Storage Requirement from Sheet'Full-Spectrum': acre-ft.
Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes
for WQCV,Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV,Minor,
&Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage &Major Storage
Stages ft ft/ft ft ft f ft2 User f acres acre-ft Volumes
(input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek)
4879.00 (input) 2,713 0.062 0.000
4879.50 0.00 0.0D 3,250 1,491 0.075 0.034 ,
4880.00 0.00 0.00 3,834 3,262 0.088 0.075 ,
4880.50 0.00 0.00 4,465 5,337 0.103 0.123 WQCV=0.149
4881.00 0.00 0.00 5,143 7,739 0.118 0.178
4881.50 0.00 0.00 6,207 10,576 0.142 0.243
4882.00 0.00 0.00 7,943 14,114 0.182 0.324
4882.50 0.00 0.00 10,349 18,687 0.238 0.429
4883.00 0.00 0.00 13,461 24,639 0.309 0.566
#NIA #NIA
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#NIA #NIA
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#NIA #N/A
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#NIA #NIA
#N/A #N/A
#N/A #N/A
#N/A #N/A
#NIA #NIA
#N/A #N/A
#NIA #NIA
#N/A MIA
#NIA #N/A
#N/A #N/A
#NIA #NIA
#N/A #NIA
#NIA #NIA
MIA #N/A
#N/A #N/A
#N/A #N/A
#NIA #NIA
#N/A #N/A
#NIA #NIA
#NIA MIA
MA #N/A
#N/A #N/A
#NIA #NIA
#N/A #NIA
#NIA #NIA
MIA #NIA
#N/A #NIA
100507-UD-Detention v2.33.xis,Basin 5/27/2014.11:01 AM
STAGE-STORAGE SIZING FOR DETENTION BASINS
Project:
Basin ID:
STAGE-STORAGE CURVE FOR THE POND
4883.50 -
4883.00
4882.50 -
4882.00
N 4881-50 •
-
N
d
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4880.50
4880.00
4879.50
4879.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60
Storage (acre-feet)
a 4
100507-UD-Detention_v2.33.xls,Basin 5/27/2014,11:01 AM
Weir Report
Hydraflow Express Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc. Friday,May 23 2014
Water Quality Pond Spillway
Trapezoidal Weir Highlighted
Crest = Broad Depth (ft) = 0.48
Bottom Length (ft) = 20.00 Q (cfs) = 21.20
Total Depth (ft) = 1.00 Area (sqft) = 10.52
Side Slope (z:1) = 4.00 Velocity (ft/s) = 2.01
Top Width (ft) = 23.84
Calculations
Weir Coeff. Cw = 3.00
Compute by: Known Q
Known Q (cfs) = 21.20
Depth (ft) Water Quality Pond Spillway Depth (ft)
2.00 2.00
1.50 1.50
1.00 ` 1.00
0.50 0 0.50
0.00 0.00
-0.50 L- -0.50
0 5 10 15 20 25 30 35 40
Weir W.S. Length (ft)
Speer Plant—Water Quality Pond Draw Down Calculations
Infiltration rates based on the Geotechnical Engineering Study; Proposed Speer Compression
Station, Located Approximately '/4 Mile North and 1 Mile West of Intersection of County
Road 38 and County Road 39, Weld County, Colorado; May 19, 2014; HP Geotech Inc.
WATER QUALITY POND
Infiltration Rate=20 min/inch
Depth of Water Quality Pond
Emergency Spillway Elevation=4882.00
Bottom of Water Quality Pond=4879.00
Depth of Water=4882.00-4879.00= 3.00 ft. = 36.00 in.
Pond Draw Down=Depth of Water * Infiltration Rate
=(36.00 in.)*(20 min/in)
=720.00 min.
= 12.00 hr
Flatirons, Inc. — Surveying&Engineering
Appendix C
Floodplain Information
Attached is copy of the FEMA Floodplain Flood Insurance Rate Map of the Area
Speer Plant C May 28, 2014
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Flatirons, Inc. — Surveying&Engineering
Appendix D
Geotechnical Report
Attached is a copy of the Geotechnical Engineering Study prepared by HP Geotech, dated
May 19, 2014.
Speer Plant D May 28, 2014
HP
Hepworth-Pawl ak
Geotechnical,Inc.
Geotech 10302 South Progress Way
Parker,Colorado 80134
Phone: 303-841-7119
Fax: 303-841-7556
www.hpgeotech.com
GEOTECHNICAL ENGINEERING STUDY
PROPOSED SPEER COMPRESSOR STATION
LOCATED APPROXIMATELY 1/4 MILE NORTH AND 1 MILE WEST OF
INTERSECTION OF COUNTY ROAD 38 AND COUNTY ROAD 39,
WELD COUNTY, COLORADO
JOB NO. 214201 A
MAY 19,2014
PREPARED FOR:
FLATIRONS, INC.
ATTN: KEN CURFMAN,P.E.,P.L.S.
655 4TH AVENUE
LONGMONT, COLORADO 80501
TABLE OF CONTENTS
PURPOSE AND SCOPE
PROPOSED CONSTRUCTION I
SITE CONDITIONS
FIELD EXPLORATION 2
SUBSURFACE CONDITIONS 2
SEISMIC DESIGN 3
DESIGN RECOMMENDATIONS 4
FOUNDATIONS 4
Shallow Footing Foundations - Spread Footings and Mats 4
Drilled Pier Foundations 5
FOUNDATION AND RETAINING WALLS 6
PERIMETER DRAIN SYSTEM 7
INFILTRATION TESTING 7
GRAVEL ACCESS ROAD 7
Subgrade Soils 7
Gravel Road Pavement Section 7
Subgrade Preparation 8
Maintenance 8
SITE GRADING 8
General 8
Excavation 9
Suitability of On-site Soil 9
Imported Structural Fill 10
Drainage 10
SURFACE DRAINAGE AND MAINTENANCE 10
CONTINUING SERVICES I I
LIMITATIONS I I
FIGURE 1 SITE LOCATION
FIGURE 2 BORING LOCATIONS
FIGURES 3 -4 BORING LOGS
FIGURE 5 LEGEND AND NOTES
FIGURES 6-7 SWELL/COMPRESSION TEST RESULTS
FIGURE 8 GRADATION ANALYSES RESULTS
TABLE 1 SUMMARY OF LABORATORY TEST RESULTS
TABLE 2 INFILTRATION TEST RESULTS
PURPOSE AND SCOPE
This report presents the results of a subsoil study for the proposed Speer Compressor
Station located about 1/4 mile north and 1 mile west of the intersection of County Road
38 and County Road 39 in Weld County, Colorado. The approximate project site location
is shown on Figure 1. The purpose of the study was to evaluate the subsurface
conditions,provide foundation type and construction recommendations and to determine
infiltration rates for the design of a storm water detention/retention pond.
A field exploration program consisting of 8 borings was conducted to obtain information
on the subsurface conditions. Samples of the subsoils obtained during the field
exploration were tested in the laboratory to determine their classification and other
engineering characteristics. Infiltration rates were determined for detention/retention
pond design. The results of the field exploration and laboratory testing were analyzed to
develop recommendations for foundation types, depths and allowable pressures for the
proposed addition foundations. This report summarizes the data obtained during the
study and presents our conclusions, design recommendations and other geotechnical
engineering considerations based on the proposed construction and the subsoil conditions
encountered.
PROPOSED CONSTRUCTION
The proposed Speer Compressor Station is shown on Figure 2. The new construction will
include the installation of condensate tanks, inlet slug catcher, electric compressors, a
condensate stabilizer skid,pig receivers, a pig launcher and other equipment. The
construction of a storm water detention/retention pond is proposed to be located on the
northwest of the site within or near the existing local depression in this area. Specific
loads were not provided, but we assume structure gravity loads range from light to
moderate,typical of this type of construction.
SITE CONDITIONS
The site is approximately 1/4 mile north and 1 mile west of the intersection of County
Road 38 and County Road 39,Weld County, Colorado. Adjacent parcels have been
Job No.214201A 1 H
May 19,2014 C�eotecl-i
cropped and irrigated. The ground surface is gently rolling to the south. Site access was
gained via an unpaved road approximately 1,000 feet in length, leading to the site from
County Road 38. Vegetation within the site consisted mainly of grasses and weeds.
FIELD EXPLORATION
The field exploration for the project was conducted on May 6, 2014. A total of 8 borings
including 1 percolation test hole for the detention/retention pond were drilled at the
locations shown on Figure 2 to evaluate the subsurface conditions in the area of the
proposed construction. The borings were drilled with a truck mounted CME-55 drill rig
and were logged by a representative of Hepworth-Pawlak Geotechnical, Inc.
Samples of the soils were taken with a nominal 2-inch ID California spoon sampler. The
sampler was driven into the subsoils at various depths with blows from a 140-pound
hammer falling 30 inches. This test is similar to the standard penetration test described
by ASTM Method D-1586. The penetration resistance values are an indication of the
relative density or consistency of the subsoils. Depths at which the samples were taken
and the penetration resistance values are shown on the Boring Logs, Figures 3 and 4. The
samples were returned to our laboratory for review by the project engineer and for testing.
SUBSURFACE CONDITIONS
Below about 1/2 foot of top soil, the predominant soil found at the anticipated depth of the
shallow foundations consisted mainly of silty sand. Sandstone bedrock was found at
depths ranging from 12 to 18 feet in Borings B-1, B-4, B-5, B-6, and B-7. Sandy clay
and clayey sand were also found intermittently in most of the borings,but was found to
have a relatively low swell potential.
Based on blow counts recorded during our field investigation, the silty to clayey sand was
medium dense to dense,the sandy clay was stiff to very stiff and the sand stone bedrock
was hard to very hard.
Job No.214201A 2 H
May 19,2014 Geotecl-i
Laboratory testing included moisture content,unit weight, Atterberg limits, gravel, silt
and clay percentage, swell/compression,water soluble sulfate concentration. The results
of the swell tests indicate that the clays sampled have a relatively low swell potential
based on vertical expansion ranging from 0.3 to 1.2 percent when wetted under a
surcharge load of 1,000 psf. Detailed results of swell/compression and gradation testing
are presented in Figures 6 through 9. The laboratory test results are also shown on the
Boring Logs, Figure 3, and summarized on Table 1. The concentration of water-soluble
sulfates was found to range between nil and 0.035 percent in the samples tested. Based
on the Portland Cement Association's publication,Design and Control of Concrete
Mixtures, 14th. Edition, sulfate concentrations below 0.1 percent represent a negligible
degree of sulfate attack on concrete, and therefore no special recommendations regarding
cement type are required. Type I/II is recommended for this project due to its ready
availability and common use in this area.
Ground water was not encountered at the time of drilling or when measured the following
day. Though it is unlikely to present a problem during the construction of shallow footing
foundations, groundwater levels are anticipated to fluctuate due to seasonal and climatic
changes.
SEISMIC DESIGN
The following parameters are based on the 2012 International Building Code and U.S.
Seismic Design Map for the approximate site coordinates of 40.266°north, and 104.714°
west. A seismic site classification of"C" was assigned based on the subsurface
conditions encountered during our investigation.
0.2 second spectral response acceleration Ss =0.157 g
1.0 second spectral response acceleration S, =0.054 g
Seismic Site Class =C
Site coefficient Fa = 1.6 Table 1613.3.3(1)
Site coefficient F, =2.4 Table 1613.3.3(2)
Job No.214201A 3 H
May 19,2014 Geotecl-i
DESIGN RECOMMENDATIONS
Based on the soils encountered in our investigation, it is our opinion that shallow
foundations bearing on native sandy soil are adequate for the proposed structures at this
site. Recommendations for shallow foundation are presented in detail below.
FOUNDATIONS
Shallow Footing Foundations - Spread Footings and Mats
Following recommendations should be followed for the construction of footing
foundations.
1) Footings placed on the undisturbed native soil or compacted fill should be designed
for an allowable bearing pressure of 3,000 psf,with a minimum dead load pressure of
1,000 psf. A modulus of subgrade reaction of 175 pci should be used for mat
foundations. Based on experience,we expect settlement of footings designed and
constructed as discussed in this section will be less than 1 inch total and about 3/4 inch
differential.
2) Loose or disturbed soil below the proposed footing area should be removed,moisture
conditioned, and re-compacted to at least 98 percent of the standard Proctor(ASTM
D698) density, and within 2 percent of the optimum moisture as described in the SITE
GRADING section.
3) If structural fill is used, it should be compacted to at least 98 percent of the standard
Proctor(ASTM D698) density, and within 2 percent of the optimum moisture as
described in the SITE GRADING section. Requirements for structural fill were
described in Structural Fill section.
4) Footings should have a minimum width of 16 inches for continuous walls and 24
inches for isolated pads.
5) The lateral resistance of foundation or retaining wall footings will be a combination of
the sliding resistance of the footing on the foundation materials and passive earth
pressure against the side of the footing. Resistance to sliding at the bottom of the
footings can be calculated based on a coefficient of friction of 0.35. Passive pressure
of compacted backfill against the sides of the footings can be calculated using an
equivalent fluid unit weight of 250 pcf. The coefficient of friction and passive
Job No.214201A 4 H
May 19,2014 Geotech
pressure values recommended above assume ultimate soil strength. Suitable factors
of safety should be included in the design to limit the strain which will occur at the
ultimate strength, particularly in the case of passive resistance. Fill placed against the
sides of the footings to resist lateral loads should be compacted and moisture
conditioned in accordance with the specifications listed in the SITE GRADING
section.
6) All exterior footings and footings beneath unheated areas should be provided with
adequate soil cover above the bearing elevation for frost protection. Placement of
foundations at least 36 inches below exterior grade is typically used in this area.
7) Continuous foundation walls should be reinforced top and bottom to span local
anomalies, such as by assuming an unsupported length of at least 12 feet.
8) Foundation excavations should not be wetted or dried excessively. The foundation
soils should be tamped to compact loose soil prior to placing forms for footings.
9) A representative of the geotechnical engineer should observe the footing excavations
prior to forming to evaluate bearing conditions.
Drilled Pier Foundations
Though bedrock was found to be relatively deep at this site, drilled pier foundations can
be constructed in the overlying silty sand if desired. The design and construction criteria
presented below should be observed for drilled pier foundations .
1) Piers extending at least 8 feet below the surface should be designed for an allowable
end bearing pressure of 10,000 psf and an allowable skin friction value of 800 psf.
Skin friction should be neglected for the upper 2 feet of penetration when determining
bearing capacity.
2) A minimum pier diameter of 18 inches is recommended. Piers should be designed to
resist lateral loads assuming a modulus of horizontal subgrade reaction of 75 tcf in the
silty sands, and 100 tcf in the clay. The modulus values given are for a long, 1 foot
wide pier and must be corrected for pier size.
3) Piers should be reinforced their full length to resist tension caused by the expansive
soils. The uplift force, in kips, can be calculated by multiplying the pier diameter in
feet by 10.
Job No.214201A 5
May 19,2014 Geotecl-i
4) A 8-inch void form should be provided beneath grade beams to prevent the swelling
soil and rock from exerting uplift forces on the grade beams and to concentrate pier
loadings. A void form should also be provided beneath pier caps.
5) Concrete utilized in the piers should be a fluid mix with sufficient slump so that
concrete will fill the void between the reinforcing steel and the pier hole.
6) Pier holes should be properly cleaned prior to the placement of concrete.
7) Piers should be filled with concrete no later than 8 hours after drilling. If this
criterium cannot be met, additional penetration into bedrock will be required.
8) The drilling contractor should mobilize equipment of sufficient size to effectively drill
through possible cemented bedrock zones, particularly if piers will extend beyond
about 12 feet below the existing ground surface.
9) Free water was not encountered in the borings drilled at the site, but may be present
during construction of deep foundations. Water may accumulate at the base of the
piers if seepage occurs. In no case should concrete be placed in more than 3 inches of
water unless the tremie method is used.
10)Care should be taken to prevent the forming of mushroom-shaped tops of the piers
which can increase uplift force on the piers from swelling soils.
11)A representative of the geotechnical engineer should observe pier drilling operations
on a full-time basis.
FOUNDATION AND RETAINING WALLS
Foundation walls and retaining structures which are laterally supported and can be
expected to undergo only a slight amount of deflection should be designed for a lateral
earth pressure computed on the basis of an equivalent fluid unit weight of at least 65
pounds per cubic foot (pcf) for backfill consisting of the on-site sand soils. Cantilevered
retaining structures which are separate from the structure and can be expected to deflect
sufficiently to mobilize the full active earth pressure condition should be designed for a
lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least
40 pcf for backfill consisting of the on-site sand soils. Light compaction equipment
should be used within 3 feet from the wall surface to avoid wall movement.
All foundation and retaining structures should be designed for appropriate hydrostatic and
surcharge pressures such as adjacent footings, traffic, construction materials and
Job No.214201A 6 H
May 19,2014 c�eotech
equipment. The pressures recommended above assume drained conditions behind the
walls and a horizontal backfill surface. The buildup of water behind a wall or an upward
sloping backfill surface will increase the lateral pressure imposed on a foundation wall or
retaining structure. A drain system,weep holes or geosynthetic composite drain board
should be provided to prevent hydrostatic pressure buildup behind walls.
PERIMETER DRAIN SYSTEM
It is our understanding that below grade levels are not proposed for the construction of
this site, and therefore, a perimeter drain system is not necessary. If below grade levels
are considered,we should be contacted to provide additional recommendations.
INFILTRATION TESTING
One shallow hole, P-1 was drilled to A depth of 4 feet to conduct in-place infiltration
tests in the area of the proposed detention/retention ponds. The shallow hole was filled
with water the day they were drilled and the permeability was measured the following
day. Detailed test results are presented on Table 2. Based on the measured rates,we
recommend using a long term coefficient of permeability of 2.1 x 10-3 cm/s (20 min/inch)
for design purposes.
GRAVEL ACCESS ROAD
Subgrade Soils
The soils in the upper 3 feet of the anticipated pavement subgrade predominantly classify
as A-2-4 based on the American Association of State Highway and Transportation
Officials (AASHTO) soil classification system. This soil type is generally rated as good
subgrade material. Based on the soil types encountered and properties tested, an R value
of 20 was estimated.
Gravel Road Pavement Section
The heavy equipment will periodically be hauled in and out of the site,we recommend
that the gravel road consist of at least 12 inches of CDOT Class 6 base course overlying
compacted,native subgrade. Both the base course and the subgrade should be compacted
to at least 98 percent of the maximum standard Proctor density(ASTM D698), and
Job No.214201A 7 H
May 19,2014 Geotecl-i
should follow the moisture specifications listed in the SITE GRADING section of this
report.
The CDOT Class 6 base course should conform to the requirements of AASHTO M147
and to Section 703.03 of the Colorado Department of Transportation(CDOT) Standard
Specifications for Road and Bridge Construction. The aggregate base course should meet
Class 6 grading and quality as defined by the CDOT specifications. The aggregate should
have a minimum R-value of 78, and a minimum dry density of 120 pcf when compacted
to the specifications listed within this report.
Subgrade Preparation
Prior to placing the gravel pavement section, the entire subgrade should be graded to the
rough grade. To provide a uniform bearing surface, the subgrade should be scarified to a
minimum depth of 6 inches, moisture treated, and re-compacted to the specifications
listed in the SITE GRADING section of this report.
Proof Roll
Before placing the base course, the subgrade should be proof rolled with a heavily loaded,
pneumatic-tired vehicle. The vehicle should have gross vehicle weight of at least 50,000
pounds with a loaded single axle weight of 18,000 pounds and a tire pressure of 90 psi.
Soils that deform excessively under heavy wheel loads are not stable and should be
removed and replaced to achieve a stable subgrade before placing the base course.
Maintenance
Periodic maintenance is critical to the performance of the gravel entry road during the
service life of the road. Surface grades should be maintained by periodically re-grading
the gravel service. New base course will also be necessary to replace eroded material.
Potholes or other distressed areas that develop should be repaired as they occur.
SITE GRADING
General
The following recommendations should be followed for grading, site preparation, and fill
compaction.
1) All import and onsite backfill should be approved by the geotechnical engineer.
Job No.214201A 8
May 19,2014 Geotecl-i
2) Where fill is to be placed, loose or otherwise unsuitable material, including topsoil
and vegetation should be removed prior to placement of new fill.
3) Soils should be compacted with appropriate equipment for the lift thickness placed.
4) The following compaction requirements should be used:
TYPE OF FILL SOIL TYPE-Compaction Percent
PLACEMENT MOISTURE CONTENT (ASTM D698—Standard Proctor)
Under Foundations -2%to+2%of Optimum Suitable Onsite or Structural Import—98%
Foundation Wall Backfill -2%to+2%of Optimum Suitable Onsite or Import Fill min—95%
Below Concrete Flatwork,
-2%to+2%of Optimum Suitable Onsite or Import Fill min—95%
Slab-on-Grade
Gravel Roads -2%to+2%of Optimum Import Granular— 98%
Gravel Road Subgrade -2%to+2%of Optimum Suitable Onsite or Import Fill min—95%
Landscape Areas -2%to+2%of Optimum Onsite or Import Fill—90%
Utility Trenches As they apply to the finished area
Excavation
The soils can be excavated with conventional equipment to the proposed grades.
Based on our field and laboratory investigations, the overburden soils will likely consist
of Type C soil according to OSHA criteria. Excavation slopes no steeper than 1'h
horizontal to 1 vertical are required for Type C soils for temporary excavations less than
20 feet deep. Areas above the cut slopes should be kept clear of any heavy or vibratory
loads until backfill operations begin. Layered soil types and seepage into the excavation
will require special precautions. The contractor's competent person should make the
decision regarding temporary cut slopes. A qualified geotechnical engineer should
observe any questionable slopes or conditions.
Suitability of On-site Soil
The on-site sandy soils can be used as fill on all areas of the site, provided that the above
listed moisture and compaction specifications are followed. All fill should be processed
so that it does not contain fragments larger than 3 inches in diameter.
Job No.214201A 9
May 19,2014 Geotech
Imported Structural Fill
If imported structural fill is required, a granular material, such as a CDOT Class 5 or 6
aggregate should be used. Imported structural fill should consist of minus 4-inch material
having less than 35 percent passing the No. 200 sieve, a liquid limit less than 30, and a
plasticity index less than 15. Structural fill placed below footings should be compacted to
at least 98 percent of the maximum standard Proctor density(ASTM D698) at moisture
content within 2 percent of optimum.
Drainage
Good surface drainage should be provided around all cuts and fills to direct surface runoff
away from these areas. Slopes and other stripped areas should be protected against
erosion by paving, re-vegetation or other means.
SURFACE DRAINAGE AND MAINTENANCE
The success of foundations, slab-on-grade,pavement, and concrete flatwork is contingent
upon keeping the bearing soils at approximately constant moisture content, and by not
allowing surface water a path to the subsurface. Positive surface drainage away from the
structure must be maintained at all times. Landscaped areas should be designed and built
such that irrigation and other surface water will be collected and carried away from
foundation elements.
The ground surface surrounding the exterior of the structure and any overlying pavements
should have a positive slope away from foundation walls on all sides. We recommend a
minimum slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3
inches in the first 10 feet in paved areas. A swale should be provided at the base of cut
slopes that are adjacent to the building. For entrance areas, ADA criteria may apply, and
should take precedence over the above recommendations.
Proper compaction of exterior backfill is necessary in maintaining a long-term positive
slope away from the structures. Areas of settlement of the exterior backfill after
construction should be backfilled immediately to maintain positive slopes away from the
structure. All roof downspouts and drains should discharge well beyond the limits of all
backfill.
Job No.214201A 10
May 19,2014 Geotecl-i
CONTINUING SERVICES
Two additional elements of geotechnical engineering service are important to the
successful completion of this project.
1) Consultation with design professionals during the design phases. This is important to
ensure that the intentions of our recommendations are properly incorporated in the
design, and that any changes in the design concept properly consider geotechnical
aspects.
2) Observation and monitoring during construction. A representative of the
Geotechnical engineer from our firm should observe the exposed foundation
excavation prior to placement of structural fill. We should observe and test placement
of structural fill under foundations to judge whether the proper placement conditions
have been achieved. We recommend observation and inspection of the underdrain
system, damp proofing, installed vapor retarders under floor slabs and crawlspaces.
LIMITATIONS
This study has been conducted in accordance with generally accepted geotechnical
engineering principles and practices in this area at this time. We make no warranty either
express or implied. The conclusions and recommendations submitted in this report are
based upon the data obtained from the exploratory borings drilled at the locations
indicated on Figure 2, the proposed type of construction and our experience in the area.
Our services do not include determining the presence,prevention or possibility of mold or
other biological contaminants (MOBC) developing in the future. If the client is
concerned about MOBC, then a professional in this special field of practice should be
consulted. Our findings include interpolation and extrapolation of the subsurface
conditions identified in the borings and variations in the subsurface conditions may not
become evident until excavation is performed. If conditions encountered during
construction appear different from those described in this report,we should be notified so
that re-evaluation of the recommendations may be made.
Job No.214201A 11
May 19,2014 Geotecl-i
This report has been prepared for the exclusive use by our client for design purposes. We
are not responsible for technical interpretations by others of our information. As the
project evolves,we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications to the recommendations
presented herein. We recommend on-site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the geotechnical
engineer.
Respectfully Submitted,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Hung Pham, Ph.D., E.I
Reviewed by --
"00 REGj -
••••. STS.',
Arben Kalaveshi, P.E. •� '� °•
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May 19,2014 Geotech
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HEPWORTH-PAWLAK AKA SPEER COMPRESSOR STATION
214201A GEOTECHNICAL, Inc. SITE LOCATION FIG. 1
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HEPWORTH-PAWLAK AKA SPEER COMPRESSOR STATION
214201A GEOTECHNICAL, Inc. BORING LOCATIONS FIG. 2
B-1 B-2 B-3 B-4
0 30/12 0
MC=9.0
7 7 DD=100
44/12 36/12 7 25/12 // -200=79
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200=49 -200=59
LL=30 7 LL=34
PI=17 / PI=21
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20
MC=9.9 MC=11.7 MC=9.9
DD=97 DD=117 DD=114
HEPWORTH-PAWLAK AKA SPEER COMPRESSOR STATION
214201A GEOTECHNICAL, Inc. BORING LOGS FIG. 3
B-5 B-6 B-7 P-1
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r 41/12 / MC=16.8 20/12 •
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HEPWORTH-PAWLAK AKA SPEER COMPRESSOR STATION
214201A GEOTECHNICAL, Inc. BORING LOGS FIG. 4
LEGEND
N TOP SOIL, sandy with silt, moist , brown.
SAND (SC), clayey, medium dense to dense, fine grained, moist, low plasticity,
r.•7 brown to dark brown.
klCLAY (CL), sandy, stiff to very stiff, medium plasticity, moist, dark brown.
SAND (SM), silty to very silty, medium dense to dense, fine to coarse grained, moist, brown to
•/ dark brown.
FiSandstone, fine to coarse grained, hard to very hard, moist, light brown.
17/12
- Indicates 2" I.D. California sampler. 17/12 indicates 17 blows of a 140 lb hammer falling 30"
— were required to drive the sampler 12 inches.
NOTES:
1. Borings were drilled on May 06, 2014 with a truck mounted CME-55 rig powering 4-inch
diameter continuous flight augers.
2. Locations of borings shown on Figure 2 are approximate.
3. Borings were plotted by depth.
4. The lines between strata represent approximate boundaries and transitions may be gradual.
5. Free water was not encountered at the time of drilling. Groundwater levels are expected to fluctuate
based on seasonal and climatic factors.
6. Laboratory Testing Results:
MC = moisture content of sample in percent of the dry weight.
DD = dry unit weight of sample in pcf.
-200 = percent of silt and clay fraction.
LL= liquid limit
PI = placticity index
WSS =water soluble sulfates in percent.
SP = percent of swell under a 1,000 psf surcharge after wetting.
HEPWORTH-PAWLAK AKA SPEER COMPRESSOR STATION
214201A GEOTECHNICAL, Inc. LEGEND AND NOTES FIG. 5
4 • . , „ , I , , ,
From: B4 @ 2 feet
Moisture Content=9.0%
3 ' ' Dry Unit Weight= 100 pcf
Sample of: CLAY(CL), sandy
-- 2 -200=79, LL= 36, PI = 21
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APPLIED PRESSURE (KSF)
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Moisture Content= 16.9 %
3 Dry Unit Weight= 111 pcf -
Sample of: CLAY(CL), sandy
0 2 Vertical Expansion = 0.7 %
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HEPWORTH-PAWLAK AKA SPEER COMPRESSOR STATION
214201A FIG. 6
GEOTECHNICAL, Inc.
SWELL-COMPRESSION TEST RESULTS
4 • . , „
From: B7 @ 4 feet
Moisture Content= 13.0%
3 . . Dry Unit Weight= 117 pcf
Sample of: CLAY(CL), sandy
0 2 Vertical Expansion = 1.2 %
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HEPWORTH-PAWLAK AKA SPEER COMPRESSOR STATION
214201A FIG. 7
GEOTECHNICAL, Inc.
SWELL-COMPRESSION TEST RESULTS
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME READINGS U.S.STANDARD SIEVES CLEAR SQUARE OPENINGS
100,00 435MIN 60MIN. 19MIN- 4MIN. IMIN. 5200 5100 550 530 016 08 04 1," 3" 8
90.00
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.001 .002 .000 .009 015 037 074 .149 .297 .59 1.19 2.39 4.76 9.52 19.1 30' 752 127 200
DIAMETER OF PARTICLE IN MILLIMETERS
SAND GRAVEL COBBLES
CLAYIp1111IQ TO SILTS, -plastic)
FINE I MEDIUM I COARSE FINE I COARSE
GRAVEL: 1% SAND: 40% SILT AND CLAY: 59%
LIQUID LIMIT: 34 PLASTICITY INDEX: 21
SAMPLE OF: CLAY(CL), very sandy FROM: B3 @ 14 feet
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME READINGS U.S.STANDARD SIEVES CLEAR SQUARE OPENINGS
100 435MIN. 60MIN. 19MIN. 4MIN 1MIN. 5200 #100 #50 #30 1,1t; N` 44 3/8'" 3/4"
90
80 -
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DIAMETER OF PARTICLE IN MILLIMETERS _
SAND GRAVEL COBBLES
CLAY1plasacl TO SILTInan-plasucl FINE I MEDIUM I COARSE FINE I COARSE
GRAVEL: 0% SAND: 86% SILT AND CLAY: 14%
LIQUID LIMIT: N/A PLASTICITY INDEX: N/A
SAMPLE OF: SAND (SM),silty FROM: B7 @ 9 feet
HEPWORTH-PAWLAK AKA SPEER COMPRESSOR STATION
214201A FIG. 8
GEOTECHNICAL, INC. GRADATION ANALYSIS
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Flatirons, Inc. — Surveying&Engineering
Appendix E
Inspection Report
A blank copy of the sample stormwater facility inspection report.
Speer Plant E May 28, 2014
Speer Plant Stormwater Facility Inspection
Inspection required every 6 months or following major precipitation event.
Date:
Inspection Type: Rountine Maintenance Follow Up Public Concern
Last Rainfall: <24 Hours 1-3 Days >4 Days
Inspector:
FACILITY OBJECT COMPLIANT
YES NO DESCRIPTION PHOTO#s
Water Quality Pond
Swales
Culverts
Berms
Entry Road
Yard Area
Other
Items to Inspect
Water Quality Pond: Check for accumlated sediment- remove as required
Check emergency spillway-clean and maintain as required
Check for debris and weeds in pond - remove immediately
Check for erosion on sides/bottom/embankment- repair immediately
Swales/Ditches: Check for accumlated sediment- remove as required
Check for debris and weeds - remove immediately
Check for erosion on sides/bottom- repair immediately
Culverts: Check for accumlated sediment- remove as required
Check for debris and weeds - remove immediately
Berms: Check for erosion on top/bottom- repair immediately
Entry Road: Check culverts under entrances- see above for requirements
Yard Area: Check for uncontrolled spills- clean up immediately
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