HomeMy WebLinkAbout20223150.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION
FOR PLANNING DEPARTMENT USE:
AMOUNT $
APPLICATION RECEIVED BY
DATE RECEIVED:
CASE # ASSIGNED:
PLANNER ASSIGNED:
P ROPERTY INFORMATION
Is the property currently in violation?
No/
Yes Violation Case Number:
Parcel Number: 0 7 0 9 _ 1 9 _ 0 _ 0 0 _ 0 1 8
S ite Address: 38387 County Road 39, Ault, CO 80610
Legal Description: SENE Section 19, Township 7 North, Range 65 West
Section: 19
, Township 7 N, Range 65
Within subdivision or townsite?
IT
No/
Yes Name:
W Zoning District: Ag
Acreage: 10.08
Water (well permit # or water district tap #): N/A
Sewer (On -site wastewater treatment system permit # or sewer account #): NiA
Floodplain
No/
Yes Geological Hazard
I
No/
P ROJECT
U SR Use being applied for: the operation of saltwater disposal wells
Name of proposed business: Calvary Farms Disposal Wells
Yes
Airport Overlay I No /
Yes
PROPERTY OWNER(S) (Attach additional sheets if necessary.)
Name: Calvary Farms LLC
Company:
Phone #:
970-590-2227
Email: roper227@gmail.com
Street Address: 134 Oak Ave
City/State/Zip Code: Eaton, Colorado 80615-3491
APPLICANT/AUTHORIZED AGENT (Authorization Form must be included if there is an Authorized Agent)
Name: Ryan Kaminky
Company: Bayswater Exploration & Production LLC do Ascent Geomatics Solutions
Phone #: 303.928.7128
Email: regulatory@ascentgeomatics.com
Street Address: 8620 Wolff Court
City/State/Zip Code: Westminster, Colorado 80031
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. All fee owners of the property must
sign this application. If an Authorized Agent signs, an Authorization Form signed by all fee owners must be included with
the application. If the fee owner is a corporation, evidence must be included indicating the signatory has the legal authority
to sign for thpi corporation .
1
S ignature
Ryan Kaminky
8/15/2022
Date
Signature Date
P rint Print
DEPARTMENT OF PLANNING AND BUILDING
DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT
1555 NORTH 17TH AVENUE
GREELEY, CO 80631
AUTHORIZATION FORM FOR BUILDING, PLANNING AND HEALTH DEPARTMENT PERMITS
AND SERVICES
I, (We) Calvary Farms LLC
(Owner — please print)
give permission to Bayswater Exploration & Production, LLC do Asce
(Applicant/Agent — please print)
to apply for any Planning, Building or Health Department permits or services on our behalf, for the property located at:
38387 County Road 39, Ault, CO 80610
Legal Description: SENE of Section 19 , Township 7 N, Range 65 w
Subdivision Name: Lot Block
Property Owners Information:
Phone: 970-590-2227
Applicant/Agent Contact Information:
303.928.7128
Phone:
E-mail: roper227@gmail.com
E -Mail:
regulatory@ascentgeomatics.com
Email correspondence to be sent to: Owner � Applicant/Agent EBothE±..
Postal service correspondence to be sent to: (choose only one) Owner _a_ Applicant/Agent __E_
Additional Info:
Owner Signature:,,. Date:
Owner Signature: Date:
Mail to: Secretary of State
Corporations Section
1560 Broadway, Suite 20O
Denver, CO 80202
(303) 8942251
MUST BE TYPED Fax (303) 8942242
FIUNG FEE: $50.00
MUST SUBMIT TWO COPIES
Please include a typed ARTICLES OF ORGANIZATION
self-addressed envelope
For office use only
•
VIC,ORJA , �.
YZ, w; rvi Sc�[ 1^',� !l' Orsr,vjp
,f rIr t f f P-+ : Pt"
jet :1L
SECRETARY OF
in-
' 7.;--1 qr+ n .#
STATE
i/We the undersigned natural persons] of the age of eighteen years or more, acting as organizer[s] of a limited liability company under the
Colorado Limited Liability Company Act, adopt the following Articles of Organization for such limited liability company:
FIRST:
The name of the limited liability company is: Calvary Farms, LLC
SECOND: Principal place of business (if known): 1552 WCR 51 , La Salle , CO 80645
THIRD: The street address of the initial registered office of the limited liability company is: 8 2 2 Seventh Street,
Suite 530, Greeley, Colorado SOAR1
The mailing address (if different from above ] of the initial registered office of the limited liability company is:
The name of its proposed registered agent in Colorado at that address is: Dave Evans
822 7th Street, Suite 530, Greeley, CO 80631
FOURTH: The management is vested in managers [check if appropriate)
FIFTH: The names and business addresses of the initial manager or managers or if the management is vested in the members,
rather than managers, the names and addresses of the member or members are:
NAME
ADDRESS (include zip codes)
Richard A. Montera 50 Cherry Ave., #14, Eaton, CO 80615
SIXTH:
The name and address of each organizer is:
NAME
Ronald J. Lambden
ADDRESS (include zip code)
801 8th Street, Suite 210
Greeley, CO 80631-3900
Signed
Organizer
Revised 7195 gds
WELD COUNTY / USE BY SPECIAL REVIEW
WELD COUNTY
USE BY SPECIAL REVIEW
APPLICANT:
di.� BAYSWATER
lalp EXPLORATION &PR0DUCTION, LLC
73017t'' Street
Suite 500
Denver, Colorado 80202
CALVARY FARMS 19-L PAD
SWD WELLS
Pre -Application Meeting Number PRE22-0116
SENE SECTION 19, TOWNSHIP 7 NORTH, RANGE 65 WEST, 6th P.M.
WELD COUNTY, COLORADO
SUBMITTAL AUGUST 17, 2022
PREPARED BY:
46)
ASCENT
GEOMATHCS SOLUTIONS
COLLECT • ANALYZE* DELIVER
GEOSPATIAL DATA
8620 Wolff Court
Westminster, Colorado 80031
BAYSWATER EXPLORATION AND PRODUCTION, LLC Page 1
WELD COUNTY / USE BY SPECIAL REVIEW
BAYSWATER EXPLORATION AND PRODUCTION, LLC
CALVARY FARMS 19-L PAD SWD WELLS
Table of Contents
USE BY SPECIAL REVIEW
PLANNING REQUIREMENTS
• Planning Questionnaire
• Application Form
• Authorization Form
• Surface Estate Ownership/Deed/Lease
• Articles of Organization
• Certificate of Conveyances / Chain of Title Guarantee
• Statement of Taxes
• USR Map — Site Plan
• Lighting Plan
• Sign Plan
• Soil Report
• Communication or Decommissioning Plan — N/A
• Emergency Contact Form
• Notice of Inquiry (NOI) Form
• Buffer Report
• Community Meeting Sign -in Sheet, Minutes, Summary — N/A
• List of Owners, Operators of any oil and gas facilities, irrigation ditches/laterals, pipelines,
overhead lines, railroads, etc., on the property
• Surface Use Agreement, Mineral Owner List
PUBLIC WORKS REQUIREMENTS
• Development Review Questionnaire
• Drainage Report
• Traffic Impact Study
ENVIRONMENTAL HEALTH REQUIREMENTS
• Environmental Health Questionnaire
• Water Supply Documentation — N/A
• Sewage Disposal Documentation — N/A
• Noise Study — to be determined upon review by Environmental Health
• Waste Handling Plan — to be determined upon review by Environmental Health
• Dust Abatement Plan — to be determined upon review by Environmental Health
• Engineering, Design, Operations Plan— to be determined upon review by Environmental Health
• Nuisance Abatement Plan — to be determined by Environmental Health
BAYSWATER EXPLORATION AND PRODUCTION, LLC Page 2
WELD COUNTY / USE BY SPECIAL REVIEW
Use by Special Review
Planning Questionnaire
1. Explain the proposed use and business name.
The facility will consist of tanks for oil and water storage, piping, pumps, for the operation
of a saltwater disposal wells, related to the disposal of produced water from oil and gas
production nearby.
Business Name: Bayswater Exploration & Production, LLC
2. Explain the need for the proposed use.
Existing SWD facilities are over 5 miles away from Bayswater's 38 -well development. Bayswater is
planning to pipe production water from new facilities to the Calvary SWD Facility to eliminate truck
traffic.
3. Describe the current and previous use of the land.
Currently the site is used as an oil and gas production facility.
4. Describe the proximity of the proposed use to residences.
There are two residences northeast of the Calvary Farms 19-L Pad and within 1,000 feet of the
disturbance area. Both residences are owned by the Surface Owner, Calvary Farms LLC.
5. Describe the surrounding land uses of the site and how the proposed use is compatible
with them.
Surrounding land use is rural farmland and existing oil and gas production. The proposed facility is
compatible with the surrounding land use.
6. Describe the hours and days of operation (e.g., Monday through Friday 8:00 a.m. to 5:00
p
.m.
)
Twenty-four (24) hour pump and facility operations with intermittent trucking.
7. Describe the number of employees including full-time, part-time, and contractors. If shift
work is proposed, detail number of employees, schedule, and duration of shifts.
No full-time employees will be on site. Employees will make daily checks of the equipment and
operation and be on site for up to one hour. Trucks will be delivering produced water and be on site
for up to 45 minutes to unload water.
8. Describe the maximum number of users, patrons, members, buyers, or other visitors
that the site will accommodate at any one time.
Two is the maximum number of operators/workers Bayswater plans to be onsite at any one time.
9. List the types and maximum numbers of animals to be on the site at any one time (for
dairies, livestock confinement operations, kennels, etc.).
No animals will be onsite at any time.
BAYSWATER EXPLORATION AND PRODUCTION, LLC Page 3
WELD COUNTY / USE BY SPECIAL REVIEW
10. List the types and number of operating and processing equipment.
1 injection building
4 injection pumps
1 surface valve set
2 oil tanks (proposed)
2 gun barrel tanks (proposed)
6 water tanks (proposed)
4 offload pumps
11. List the types, number, and uses of the existing and proposed structures.
10 wellheads
9 separators
3 compressors
2 ECDs
8 existing 500 -bbl tanks
12. Describe the size of any stockpile, storage, or waste areas.
Wastewater will be stored in steel 500 -bbl tanks and 750 -bbl tanks.
13. Describe the method and time schedule of removal or disposal of debris, junk and other
wastes associated with the proposed use.
Bayswater will remove trash weekly from location via trash dumpsters.
14. Include a timetable showing the periods of time required for the construction of the
operation.
Construction will take up to 3 months. Drilling the wells will take up to 18 days per well.
15. Describe the proposed and existing lot surface type and the square footage of each type
(e.g., asphalt, gravel, landscaping, dirt, grass, buildings).
The existing surface of the oil and gas location is approximately 3.6 acres of road base/gravel with
an access road that is approximately 0.25 acres of road base/gravel.
16. How many parking spaces are proposed? How many handicap -accessible parking spaces
are proposed?
No public parking will be onsite. No public access will be allowed.
17. Describe the existing and proposed fencing and screening for the site including all
parking and outdoor storage areas.
No existing or proposed fencing/screening is onsite.
18. Describe the existing and proposed landscaping for the site.
No existing or proposed landscaping is onsite.
BAYSWATER EXPLORATION AND PRODUCTION, LLC Page 4
WELD COUNTY / USE BY SPECIAL REVIEW
19. Describe reclamation procedures to be employed as stages of the operation are
phased out or upon cessation of the Use by Special Review activity.
All equipment is removed from the site, all underground lines removed, and soil is reclaimed
back to original grade.
20. Describe the proposed fire protection measures.
Fire extinguishers will be on site as well as alarms and warnings of operational issues, and remote
shut-in capabilities via SCADA.
21. Explain how this proposal is consistent with the Weld County Comprehensive Plan per
Chapter 22 of the Weld County Code.
The Calvary Farms 19-L Pad is an existing oil and gas location within urban development
classification as outlined in the Weld County Comprehensive Plan. The proposed disposal wells are
consistent with the Weld County Comprehensive Plan in that all planned equipment will be inside
the existing disturbance area of the oil and gas location and no additional development is required.
22. Explain how this proposal is consistent with the intent of the zone district in which it is
located. (Intent statements can be found at the beginning of each zone district section in
Article III of Chapter 23 of the Weld County Code.)
The Calvary Farms 19-L Pad is an existing oil and gas location within the Agricultural Zone District.
The proposed disposal wells are consistent with the intent of this zone district in that all planned
equipment will be inside the existing disturbance area of the oil and gas location with no effect on
current zoning.
23. Explain how this proposal will be compatible with future development of the surrounding
area or adopted master plans of affected municipalities.
All planned equipment will be inside our existing disturbance area and no additional ground will be
disturbed with the new SWD wells and facilities.
24. Explain how this proposal impacts the protection of the health, safety, and welfare of the
inhabitants of the neighborhood and the County.
By drilling 2 SWD wells and building the injection facility, Bayswater will eliminate large quantities of
trucks from the public roads.
25. Describe any irrigation features. If the proposed use is to be located in the A (Agricultural)
Zone District, explain your efforts to conserve prime agricultural land in the locational
decision for the proposed use.
No irrigation features are proposed. The SWD wells will be on an existing oil and gas facility.
26. Explain how this proposal complies with Article V and Article XI of Chapter 23 if the
proposal is located within any Overlay Zoning District (Airport, Geologic Hazard, or
Historic Townsites Overlay Districts) or a Special Flood Hazard Area identified by maps
officially adopted by the County.
The proposed SWD wells are not within an Overlay District Area or within a Special Flood Hazard
Area.
BAYSWATER EXPLORATION AND PRODUCTION, LLC
Page 5
WELD COUNTY / USE BY SPECIAL REVIEW
27. Detail known State or Federal permits required for your proposed use(s) and the status of
each permit. Provide a copy of any application or permit.
COGCC Drilling permits have been approved. COGCC Form 31 and 33 Intents have been submitted.
COGCC Form 4 Location Sundry to include additional equipment has been approved.
BAYSWATER EXPLORATION AND PRODUCTION, LLC Page 6
WELD COUNTY / USE BY SPECIAL REVIEW
Use by Special Review
Development Review Questionnaire
1. Describe the access location and applicable use types (e.g., agricultural, residential,
commercial/industrial, and/or oil and gas) of all existing and proposed accesses to the
parcel. Include the approximate distance each access is (or will be if proposed) from an
intersecting county road. State that no existing access is present or that no new access is
proposed, if applicable.
The only access will be the existing access from CR 39 to the Calvary Farms 19-L production facility.
2. Describe any anticipated change(s) to an existing access, if applicable.
No changes to an existing access are required.
3. Describe in detail any existing or proposed access gate including its location.
No existing or proposed access gate will be on this location.
4. Describe the location of all existing accesses on adjacent parcels and on parcels located on
the opposite side of the road. Include the approximate distance each access is from an
intersecting county road.
Access on adjacent parcel 070919000019 on WCR 39 is approximately 200 feet south of the
intersection of WCR 39 and WCR 80.
Access on adjacent parcel 07092020009 on WCR 80 is approximately 900 feet east of the
intersection of WCR 39 and WCR 80.
Access on adjacent parcel 070919400010 on WCR 78 is approximately 100 feet east of the
intersection of WCR 39 and WCR 78.
5. Describe any difficulties seeing oncoming traffic from an existing access and any
anticipated difficulties seeing oncoming traffic from a proposed access.
There are no line -of -sight concerns with access from CR 39, as this county road is flat with no visual
blocking.
6. Describe any horizontal curve (using terms like mild curve, sharp curve, reverse curve,
tec.) in the vicinity of an existing or proposed access.
There are no horizontal curves in the vicinity of this existing oil and gas location.
7. Describe the topography (using terms like flat, slight hills, steep hills, etc.) of the road in
the vicinity of an existing or proposed access.
The topography is flat terrain with no blocking line -of -sight to the county road.
BAYSWATER EXPLORATION AND PRODUCTION, LLC Page 7
WELD COUNTY / USE BY SPECIAL REVIEW
Use by Special Review
Environmental Health Questionnaire
1. Discuss the existing and proposed potable water source. If utilizing a drinking water well,
include either the well permit or well permit application that was submitted to the State
Division of Water Resources. If utilizing a public water tap, include a letter from the Water
District, a tap or meter number, or a copy of the water bill.
The existing and proposed potable water source will be bottled water.
2. Discuss the existing and proposed sewage disposal system. What type of sewage disposal
system is on the property? If utilizing an existing on -site wastewater treatment system,
provide the on -site wastewater treatment permit number. (If there is no on -site
wastewater treatment permit due to the age of the existing on -site wastewater
treatment system, apply for a on -site wastewater treatment permit through the
Department of Public Health and Environment prior to submitting this application.) If a new
on -site wastewater treatment system will be installed, please state "a new on -site
wastewater treatment system is proposed." (Only propose portable toilets if the use is
consistent with the Department of Public Health and Environment's portable toilet policy.)
Onsite sewage disposal will not be necessary. Portable toilets will be available and cleaned regularly.
3. If storage or warehousing is proposed, what type of items will be stored?
No storage or warehousing is proposed.
4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum
will occur on this site.
The storage and use of paraffin solvents, corrosion inhibitors, and methanol may be possible. If
necessary, the listed chemicals will be stored in properly labeled chemical totes with built in
secondary containment and SDS paperwork onsite.
5. If there will be fuel storage on site, indicate the gallons and the secondary containment.
State the number of tanks and gallons per tank.
No fuel storage is proposed on site.
6. If there will be washing of vehicles or equipment on site, indicate how the wash water will
be contained.
There will not be any washing of vehicles or equipment on site.
7. If there will be floor drains, indicate how the fluids will be contained.
No floor drains are proposed.
8. Indicate if there will be any air emissions (e.g., painting, oil storage, etc.).
Emissions from all equipment will be captured in accordance with our Air Permit (APEN).
9. Provide a design and operations plan if applicable (e.g., composting, landfills, etc.).
Not applicable.
BAYSWATER EXPLORATION AND PRODUCTION, LLC Page 8
WELD COUNTY / USE BY SPECIAL REVIEW
10. Provide a nuisance management plan if applicable (e.g., dairies, feedlots, etc.).
Not applicable.
11. Additional information may be requested depending on type of land use requested.
BAYSWATER EXPLORATION AND PRODUCTION, LLC Page 9
WELD COUNTY / USE BY SPECIAL REVIEW
List of Owners, Operators of any oil and gas facilities, irrigation ditches/laterals, pipelines,
overhead lines, railroads, etc., on the property
Eaton Ditch (Larimer-Weld Canal)
c/o Windsor Reservoir and Canal Co.
Eaton, Colorado 80631
Division: South Platte River Basin
Phone: 970 454 3377
North Weld County Water District
32825 CR 39
P.O. Box 56
Lucerne, CO 80646
970-356-3020
www.nwcwd.org
email: water@nwcwd.org
Mapelli Lake
Mapelli Farms
c/o Roland L. Mapelli
Route 2, Box 206A
Eaton, Colorado 80615
Oil & Gas Location: Bayswater Exploration & Production LLC
730 17th St Suite 500
Denver, CO 80202
Oil & Gas Location: DCP Operating Company LP
6900 E Layton Ave Suite 900
Denver, CO 80237
Pipeline: NWC Development, LLC
5956 Sherry Lane, Suite 825
Dallas, Texas 75225
Overhead Utility: Xcel Energy
1500 6th Ave
Greeley, CO 80631
coloradorightofway@xcelenergy.com
303.571.7240
BAYSWATER EXPLORATION AND PRODUCTION, LLC Page 13
FOR COMMERCIAL OR INDUSTRIAL BUILDINGS,
PLEASE COMPLETE THE FOLLOWING INFORMATION:
Business Name:
Address:
Business Owner:
Home Address:
Bayswater Exploration & Production, LLC
730 17th Street, Suite 500
Phone:
City, state, zip:
Phone:
City, state, zip:
List up to three persons in the order to be called in the event of an emergency:
NAME
Tyler Greenly
TITLE
Field Superintendent
PHONE
970-324-0934
303-893-2503 (office)
Denver, Colorado 80202
720-515-2297 (emergency line)
ADDRESS
228 7th st, Eaton, CO 80615
Brandon Springer
Facilities Engineer 432-853-6286
228 7th st, Eaton, CO 80615
Walt Galloway
EH&S Coordinator 720-425-5386
228 7th st, Eaton, CO 80615
Business Hours: 8 am - 4 pm (Eaton Office)
UTILITY SHUT OFF LOCATIONS:
Main Electrical:
Gas Shut Off:
Exterior Water Shutoff:
Interior Water Shutoff:
Days: Monday - Friday (Eaton Office)
Please use RED ESD buttons on location panels
Please use RED ESD buttons on location panels
Please use RED ESD buttons on location panels
Please use RED ESD buttons on location panels
7/29/2019
21
AMENDMENT TO U .F .C _ DAMAGE ► ND RELEASE AGREEMENT
This Amendment to SurfaceiDamage and Release Agreement ("_Amendment") is made and
entered into this day ofhpdt. 2022, by and between Calvary Farms LLC, ("Owner") with
an address of 134 Oak Ave., Eaton, CO 80615, and Bayswater Exploration & Production,
LLC, ("Operator") with an address of 730 17th Street, Suite 500, Denver, 80202; sometimes
referred to each as a "Party," or collectively as the "Parties."
WINES ETH:
A. Operator and Owner entered into that certain Surface Damage and Release
Agreement dated April 14, 2017 (the "Agreement").
Be The Parties desire to, amend the Agreement to provide Operator with the right to
permit, drill, complete, equip and operate up to two salt water disposal wells; and the right to bring
produced water from the Wells covered by the Agreement as well as from wells other than the
Wells; and the right to have produced water delivered to the disposal wells by pipeline and by
truck.
Now therefor, for and in consideration of the covenants and agreements contained herein,
and for other good and valuable consideration, the receipt and sufficiency of which are hereby
acknowledged, the Parties agree as follows:
1. All terms us s in this Amendment that are defined in the Agreement shall have the
meanings given in the Agreement.
2. The Agreement is hereby amended by adding the following new Section 2A,
immediately following Section 2 of the Agreement:
"2A. (a) Owner hereby grants to operator, its successors and assigns, the exclusive
rights, with respect to the Lands, to:
1. Obtain permits to drill and operate up to two (2) salt water disposal wells
(individuallya "Disposal Fell", or collectively "Disposal Wells"within the South
Oil and Gas Operations Area, as depicted in the Agreement; and to thereafter drill,
complete, equip and operate up to two Disposal Wells;
i . Dispose of produced water in the Disposal "ells from the Wells covered
by the Agreement, ent, as well as from wells other than the Wells ("Outside Wells");
ill. To construct and install pipelines, at locations approved by Owner, which.
approval shall not be unreasonably withheld, delayed or conditioned, for
transportation of produced water from Outside Wells to the Disposal Wells;
iv. To construct or use existing access roads for truck transportation of
produced water from Outside Wells to the Disposal Wells.
Page 1 of 3
(b) Operator shall compensate Owner for the rights granted under this Section 2A, as
follows:
iFor each Disposal Well drilled, operator shall pay Owner
such to be paid prior to the spud date of such Disposal Well,
Additionally, if operator drills an H Dis. osal well, then operator shall pay
additional damages compensation of ; such payment covering
damages compensation for up to two (2) Disposal Wells. The foregoing
compensation shall be considered "Amount" for the purpose of Section 8 of the
Agreement.
iii. Additionally, operator shall pay Owner the following disposal fees for
produced water disposed of in the Disposal Wells:
Barrels
of
month
in
the
of
Disposal
produced
disposed
barrel
Fee per
water
during
the
Wells
Such payments to be made within sixty (60) days following the end of each
calendar month.
iv. Once any Disposal Well is capable of injection, in no event shall the
a ment made for any calendar month for the Disposal Wells be less than
V.
3. Section 15 of the Agreement, TERVIINATION is hereby amended by deleting it
in its entirety and replacing it with the following revised Section 15:
"15. TE23'UNATION. This Agreement will 't nate on the later of (a) the
termination of the applicable oil and gas lease(s) as they relate to Operator's and/or its
affiliate's rights to explore, drill, and produce hydrocarbon from the Lands or lands
pooled therewith, or ) upon Operator's cessation of use of the Wells and Disposal
Wells and the plugging, abandonment of the Wells and Disposal Wells and restoration
of the site.,'
44 Section 8 of the Agreement, INDEMNITMELEASE is hereby amended by
Page 2 of
deleting it in its entirety and replacing it with the following revised Section
rib. INDEMNITY/RELEASE. Owner hereby releases and agrees to bold harmless
operator from any and all liability and further payment, other than what has been provided
herein, for damages on the Lands which arise from, out of or in connection with the
operator's operations on the Lands, including operations related to the Disposal Wells, but
only as to those operations which are described in and permitted by this Agreement, and for
those operations which the Amount has been paid and received by Owner pursuant t to this
Agreement.
Operator agrees to indemnify and. hold Owner harmless from any and all claims, damages
and causes of action arising out of and caused by Operator's operations on the Lands that
may be asserted by any of Operator's agents. employees subcontractors, contractors or
persons entering upon the premises at the request of Operator."
5. Except for theforegoing, all other terms and provisions of the Agreement shall
remain in full force and effect.
6. This Agreement may be executed by facsimile or by email, in counterparts, each of
which will be considered an original and enforceable against the Party executing.
IN WITNESS ►+HEREOF, the Parties have set their hands, the day and year first written
above.
Owner:
Calvary Farms LLC
B
Name: Richard onter' a
Title: Manager
Operator:
Bayswater Exploration & Production, LLC
'a/1r/ ,
By:
Name: er Hammond
Title: District Landman
Page 3 of 3
Final Drainage Report
Calvary Farms 19-L Pad
Created for
Bayswater Exploration & Production
4111k BAYSWATER
mopEXPLORATION & PRODUCTION, LLC
Weld Co Case Number: 1041 WOGLA22-00XX
Project Number: B17.BEP.0006
Report Number: FDR 01 Rev A
Issue Date
August 2022
ASCENTTA
GEOMATICS SOIATIMS
8620 Wolff Court
Westminster, CO 80031
303-928-7128
Calvary Farms 19-L Pad: Final Drainage Report
Document: FDR 01 Rev A
Page i
August 2022
REFERENCE CONTRACT
This work has been conducted by Ascent Geomatic Solutions (Ascent) for Bayswater Exploration &
Production (BEP) under contract number B17.BEP.0006 — CO1. This work has been performed under
Ascent project number B17.BEP.0006. The BEP project manager for Calvary Farms 19-L Pad is Ms.
Lauren Walsh; Mr. Jay Knutson is the project manager for Ascent.
DOCUMENT REVISION HISTORY
Rev
Date
Issued
Prepared
Reviewed
Approved
A
08/5/2022
Issued for Review
RMC
MAS
MAS
This report, and all associated materials, has been prepared by Ascent Geomatic Solutions for the exclusive use of
Bayswater Exploration & Production for Calvary Farms 19-L Pad. No other party is an intended beneficiary of this
report or any of the information, opinions, and conclusions contained herein. The use of this report shall be at the
sole risk of the user regardless of any fault or negligence of Bayswater Exploration & Production or Ascent Geomatic
Solutions. Ascent Geomatic Solutions accepts no responsibility for damages, if any, suffered by any third party as a
result of decisions or actions based on this report. Note that this report is a controlled document, and any
reproductions are uncontrolled and may not be the most recent version.
ASCENT
GinWis SJIWiIntl`_,
Calvary Farms 19-L Pad: Final Drainage Report
Document: FDR 01 Rev A
Page ii
August 2022
EXECUTIVE SUMMARY
A drainage analysis was performed for the project site in accordance with the Weld County requirements
for a final drainage report. It was determined that a detention pond is required to maintain historic release
rates off site. A grading and stormwater management system has been designed based on the hydrological
analysis. The drainage system was designed to be phased. The design implements a detention pond during
the construction phase. During interim -reclamation, a portion of the site will be returned to pre -construction
conditions and elevations, the detention pond will remain to service the site through the life of the facility.
ASCENT
GinWis SJIWiIntl`_,
Calvary Farms 19-L Pad: Final Drainage Report
Document: FDR 01 Rev A
Page iii
August 2022
TABLE OF CONTENTS
REFERENCE CONTRACT
DOCUMENT REVISION HISTORY
EXECUTIVE SUMMARY
TABLE OF CONTENTS
WELD COUNTY FINAL DRAINAGE REPORT CHECKLIST
CERTIFICATE OF COMPLIANCE
1. INTRODUCTION AND PURPOSE
2. PROJECT DESCRIPTION AND BACKGROUND
3. DESIGN CRITERIA
4. DESIGN CONDITIONS
4.1 Existing Conditions
4.2 Proposed Conditions
4.2.1 Stormwater System Design
5. MAINTENANCE PLAN
6. SUMMARY AND CONCLUSIONS
Appendix A — REFERENCE DOCUMENTS, SOFTWARE AND WEBSITES
Appendix B — ABBREVIATIONS AND ACRONYMS
Appendix C — DRAINAGE REPORT CHECKLIST
Appendix D — VICINITY MAP
Appendix E — FEMA MAP
Appendix F — NOAA ATLAS 14 PRECIPITATION FREQUENCY TABLE
Appendix G — GROUND SURFACE IMPERVIOUS CALCULATIONS
Appendix H — HYDROLOGIC CALCULATIONS
Appendix I — DETENTION/WQCV CALCULATIONS
Appendix J — HYDRAULIC CALCULATIONS
ASCENT
OEOMATICS
i
i
ii
iii
5
6
7
7
8
8
9
10
10
12
14
A.1
B.1
C.1
D.1
E.1
F.1
G.1
H.1
1.1
J.1
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Appendix K —DRAINAGE DRAWINGS
Appendix L — GEOTECHNICAL REPORT
ASCENT
O1OMATICS
K.1
LA
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WELD COUNTY FINAL DRAINAGE REPORT CHECKLIST
Yes
No
'
Is the
project in the
MS4?
Report Content Section
Weld
County Case Number
Cover Page
Certificate
of
Compliance
Certificate
of Compliance
Signed
and
Stamped
by a Colorado
Licensed
PE
1 & 2
vs
Description/Scope
of Work
2
V
Location
(County Roads,
S -T -R)
2
vs
Nearby
Water Features and
Ownership
Total
Acres
vs. Developed
Acres
2
4 & Appendix
G
Hydrological
Soil
Types/Maps
V
FEMA
Flood
Zones
4 & Appendix
E
2
l
Urbanizing
or Non -urbanizing
3
vs
Methodologies
Used
For
Report & Analysis
(Full
Spectrum is not accepted)
4.2
vs
Discussion
of Offsite
Drainage
Routing
6
4,
Conclusion
Statement
indicating
that
the
design
will
adequately
protect public
health,
safety,
and
general
welfare
and
have no adverse
impacts on
public
rights
-of -way or offsite properties
Hydrology
and
Hydraulic
Analysis
vs
Design
Storm
/ Rainfall
Information (NOAA Atlas
or Local
Data)
4, Appendix
F
vs
Release
Rate
Calculations
4.2 & Appendix
H &
vii
Post
Construction
Site
Imperviousness
Appendix
G
's
Hydrologic
calculations
(historic
& developed
basins)
4.1 & 4.2, Appendix
H, I &J
's
Hydraulic
Calculations
for Proposed
Drainage Improvements
(Swales,
Culverts,
Riprap, Pond,
Appendix
J
Outlet,
Spillway,
WQCV
Outlet,
etc.)
Appendix
I
v'
Detention
WQCV calculations
Construction
Drawings
's
Stamped
by PE
Appendix
I<
's
Engineering
scale
and
north
arrow
Appendix
K
vs
Property lines,
rights
-of
-way and
easements
Appendix
K
vs
1' contours & elevations
(existing and
proposed)
Appendix
K
vs
Pre- and post -development
drainage
basins
Appendix
K
's
Arrows depicting
flow
direction
Appendix
K
's
Time of
Concentration
Critical
Path
Appendix
K
`s
Drainage Design Points
Appendix
K
`s
Improvements Labeled
Appendix
K
's
Permanent Control
Measure and
Associated
Drainage Features Labeled
'No Build/No
Storage',
Appendix
K
Include
Design Volume
`s
Cross Sections for Open Channel,
Profiles
for Pipes
Appendix
K
vs
Elevations
for
Inverts, Flow
Lines, Top of Grates, Orifice(s), etc.
Appendix
K
vii
Pipe Specs (Size, Material,
Length,
Slope)
Appendix
K
's
Outlet
and
Spillway
Details
Appendix
K
Maintenance Plan
n
Frequency of Onsite Inspections
5
's
Repairs, If
Needed
5
vs
Cleaning
of Sediment
and
Debris
5
vii
Vegetation Maintenance
5
's
Manufacturer
Maintenance Specifications,
If
Applicable
5
Other Required Documents
Of applicable)
n
Variance Request and
Documentation - Explain
hardship,
applicable
code
section, and
proposed
Certificate
of
Compliance
mitigation.
A copy of the Weld County issued drainage report checklist can be found in Appendix C.
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GEOMATICS SOLUTIONS
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CERTIFICATE OF COMPLIANCE
Weld County Drainage Code
Certificate of Compliance
Weld Co u m'ti Case Number: 1041WOL-
Parcel Number. 07919000018 & 070919400011
Legal Description, ection/Townshipi'Range: 14020 PT N.E419 7 65 BEG AT SE COR NE4 N&9D W 800' N43114 3'F 540'
N12D431E 303' N30D3S W 300' SaeD21'E 514" S925' TO BEG AND PT SE4
Date: August 5, 2022 19-7-65 LOT 8 REC EXEMPT RECX16-0112
12
I Mark A. Skelske, , Consultant Engineer for _ Bayswater Exploration & Production (Applicant),
undertand and acknowledge that the applicant is seeking land use approval of the case and parcel in the description above.
I have designed or reviewed the design for he proposed land use set for in the application. ►I (hereby certify, on behalf of the
applicant, that the design will meet all a pp l ica o le drainage requirements of the Weld County Code with the exception of the
variance(s) described on the attached exhibits. This certification is not a parartee or warranty either expressed or implied,
Engineer's Stamp:
Engineer of Record Signature
Variance Reouest
(If Applicable&
1.
2.
3.
that
Describe
List
Describe
Demonstrate
result
the
there
of
design
the
be
tie
are
hardship
proposed
project,
criteria
That
no
granting
adverse
for
of
alternative
the
which
of
impacts,
Weld
the
the
variance
variance
County
with
from
engineering
storrwater
Code
will
is
still
being
of
which
rationale
adequately
runoff
requested,
a
to
variance
the
which
protect
public
supports
is
public
rights
being
the
health,
-of
requested.
-Nay
intent
safety,
andfor
of
the
Weld
and
offsite
general
County
properties
welfare
Code,
and
as a
Public Works DirectorlDesionee Review (If Applicable.)
Public Works Director/Designee Name
Date of Signature
Comments:
.1,abTe
Department of Public Works I Development Review
1111 H Street, Greeley, CO 80631 I Ph: 970-304-6496 I www.we dgov.corn!dep€rt7ments/public_workWWdevelaprnent_review
ASCENT
GEOMATICS SOLUTIONS
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1. INTRODUCTION AND PURPOSE
Bayswater Exploration & Production (BEP) is constructing two saltwater injection wells on an
existing oil and gas well site in Weld County, Colorado. The project is referred to as the Calvary
Farms 19-L Pad. As part of the project, a drilling and production pad will need to be constructed.
Ascent Geomatic Solutions (Ascent) has been contracted to perform the grading, drainage analysis
and drainage report for the Calvary Farms 19-L Pad. This report presents the findings and
recommendations for the grading and stormwater management for the project.
2. PROJECT DESCRIPTION AND BACKGROUND
The Calvary Farms 19-L Pad is located in the Northeast quarter of the Southeast quarter of Section
19, Township 7 North, Range 65 West of the 6th Principal Meridian in Weld County, Colorado'.
Figure 1 shows an aerial photo of the project site location. A vicinity map showing the project
location relative to the surrounding area can be found in Appendix D.
Figure 1: Aerial of Project Location
Aerial photo from Google Earth®
The proposed oil and gas facility is located on a 7.3-acre2 site which is a portion of a 10.1 acre
parcel owned by Calvary Farms LLC and resides at a mean elevation 4,886 ft. amsl. The site is
located 62' west of County Road 39 and 2,096' north of County Road 78. The site is in a non -
urbanizing area and is bounded by farmland. At the closest point there is a National Hydrography
Dataset (NHD) waterbody located 50' west of the proposed on -site detention pond. The waterbody
1 The project site is located at latitude: 40.560508° N, longitude: 104.697875° W.
2 Acreage per surface use agreement (SUA).
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is classified as a perennial pond with a NHD designation of Waterbody 3651662. An irrigation ditch
classified as a NHD flowline/irrigation ditch is located along the southern boundary of the
previously construction well pad. This ditch has a designation or identification number of 8518897.
A geotechnical investigation was conducted at the proposed site3. The grading and design are in
accordance with the results of the geotechnical investigation. The hydrologic soil group was
determined to be Type C within the proposed site
3. DESIGN CRITERIA
The proposed drainage plan follows Weld County Code requirements' and Weld County
Engineering and Construction Criteria (WC-ECC)3. Weld County Charter and County Code (WC-
CCC)5 incorporates many of the requirements from Urban Drainage and Flood Control district
(UDFCD) by reference into its code and as such UDFCD requirements have been included in the
design and analysis for the Calvary Farms 19-L Pad project.
UDFCD Rational Method (UD-Rational)5, culvert sizing (UD-Culvert)5 , channel sizing (UD-
Channel)3 and pond sizing software (UD-Detention6)3 spread sheets were used to perform most of
the calculations for the drainage analysis. The runoff coefficients used in the UD-Rational
calculations are taken from USDCM-1-2008 in accordance with WC-PW requirements.
The overall design directives include mitigation of stormwater so as not to negatively impact
adjacent properties.
4. DESIGN CONDITIONS
The existing conditions ground cover of the project site and much of the ground cover of the land
adjacent to the pad can be described as tillage and field'. Figure 2 provides a photograph of the
existing surface conditions and the basin delineation map is presented in Appendix L.
The hydrologic soil classifications for the project were obtained from the NRCS Web Soil Survey
(NRCS3). Appendix G presents the NRCS soils map used to perform the analysis. Basin 1 Design
Point 1 was assumed to be 100% Type C soils.
3 Reference Appendix A, Table 2: Reference Documents for more information.
4 Particular attention to Weld County Code Chapter 8 (Public Works), Article XI (Storm Drainage Criteria) has been given for this
project designs.
5 Reference Appendix A Table 3: Reference Software and Websites for more information.
6 The current version of UD Detention (a.k.a. MHFD Detention 4.00) utilizes a "full spectrum" design approach which is not
accepted by WC, hence UD-Detention 2.35 which utilizes the modified FAA Method was used to perform the pond sizing analysis,
as this method is accepted by WC.
The "tillage and field" condition has a corresponding Conveyance Factor (K) of 5 within UD-Rational.
f..
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Selection of imperviousness values for the project site are based on whether the conditions are
existing or proposed; the specific imperviousness values selected for the hydrologic analysis are
discussed in Sections 4.1 and 4.2.
The design storm data used to analyze both existing and proposed conditions were taken from
NOAA Atlas 14 (NOAA-14)8. The NOAA-14 precipitation frequency data used for the hydrologic
analysis is provided in Appendix F.
The proposed site is not located within the FEMA 100-yr floodplain. The mean groundwater depth
at this location is ed6.50 ft below grade.'
4.1 Existing Conditions
The existing conditions design values are provided in Table 1. Tillage/field conditions cover the
project area (reference Figure 2). Stormwater from the project site travels down gradient towards
the northwest where it reports to an existing irrigation pond approximately 50 ft from the
northwestern edge of the limits of disturbance (reference Sheet K.1 in Appendix K for the limits of
disturbance).
Figure 2: Project Site Existing Conditions
Table 1: Existing Conditions Design Values
Parameter
Value
Average Slope
3-5%
Existing Condition
Flow
Direction
Southeast
to
Northwest
Coverage Type
Tillage/Field
Conveyance
Factor
5
8 Reference Appendix A, Table 3: Reference Software and Websites for more information.
9 Groundwater elevation taken from GER in Appendix M)
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4.2 Proposed Conditions
The proposed drainage drawings located in Appendix L show the proposed project site with
construction disturbance area and grading. The stormwater management system for the drilling
phase was designed based on the drilling phase conditions with equipment, which provides a
hydrologic "worst case" design.
The proposed well pad will be capped with 6" of base course. The well pad was assigned an assumed
imperviousness of 40%. Piers, concrete pads and/or footers are expected and were assigned an
assumed imperviousness of 100%. The detention pond was assigned an assumed imperviousness of
2%. Reference Appendix H for composite value for total imperviousness calculations' o
See Drainage Drawings in Appendix K for basin delineations.
4.2.1 Stormwater System Design
The stormwater system for the Calvary Farms 19-L Pad is designed to be phased.
Drilling Phase (Phase 1)
The drilling phase stormwater system includes two onsite channels, one detention pond with a
concrete outlet structure, and one topsoil stockpile acting as a diversion berm. Sheet K.2 in
Appendix K identifies the stormwater design elements for the drilling phase.
Production Phase (Phase 2)
The production phase includes two onsite channels, one detention pond with a concrete outlet
structure, and one diversion berm. Sheet K.5 identifies the stormwater design elements for the
production phase.
4.2.1.1 Well Pad Drainage Features
Drilling Phase
During the drilling phase rainfall that lands on the pad will flow north to the detention pond located
along the entire north side of the site; from there water will flow through the outlet structure and
out onto existing ground where it will resume historical flow patterns. Channel 1 is located along
the west edge of the well pad and will convey runoff to the detention pond. Channel 2 is located
along the east edge of the well pad and will convey runoff to the detention pond. The topsoil
10 Imperviousness calculations were performed by referencing USDCM-1 Table 6-3 "Recommended Percentage Imperviousness
Values" (see Appendix A for more information on USDCM-1)
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stockpile serves as a diversion berm along the east side of the pad, preventing offsite runoff from
flowing onto the site.
Production Phase
Similarly, rainfall that lands on the pad during production phase will flow north directly towards
the detention pond or will flow north directly to the detention pond; from there water will flow
through the outlet structure and out onto existing ground where it will resume historical flow
patterns. The remaining topsoil stockpile serves as a diversion berm along the east side of the pad
preventing stormwater from flowing onto the site. Channel 1 and 2 from the drilling phase will
remain in place for the life of the site.
4.2.1.2Detention Pond — Drill. Phase
Stormwater for Basin 1 will flow north across the well pad surface and report to the detention pond
in the northwest corner of the site. The UD-Detention spreadsheets 1 was used to size the detention
pond (Design Point 1) . The required detention pond volume is 0.633 ac -ft (27,587 cu-ft)12 . The total
detention pond design volume is 0.648 ac -ft (28,242 cu -ft). The depth of the proposed pond at the
outlet structure is 4.0' deep plus 1.0' (minimum) of freeboard above the 1 -hr, 100-yr water surface
elevation. The pond is graded at 4:1 interior side slopes. The detention pond utilizes a concrete
outlet structure with a maximum design release rate (3.45 cfs) equals the 10 -year historical peak
flow rate of 3.45 cfs12. The detention pond design also includes a 14' wide emergency spillway.
4.2.1.3Detention Pond — Production Phase
Stormwater for Basin 2 will flow north across the well pad surface and report to the detention pond
in the northwest corner of the site. The UD-Detention spreadsheets 1 was used to size the detention
pond (Design Point 1) . The required detention pond volume is 0.501 ac -ft (21,830 cu-ft)12 . The total
detention pond design volume is 0.564 ac -ft (24,597 cu -ft). The depth of the proposed pond at the
outlet structure is 4.0' deep plus 1.0' (minimum) of freeboard above the 1 -hr, 100-yr water surface
elevation. The pond is graded at 4:1 interior side slopes. The detention pond utilizes a concrete
outlet structure with a maximum design release rate (2.90 cfs) equals the 10 -year historical peak
flow rate of 2.90 cfs12. The detention pond design also includes a 11' wide emergency spillway.
11 Reference Appendix A, Table 3: Reference Software and Websites for more information. The current version of UD Detention
(a.k.a. MHFD Detention 4.00) utilizes a "full spectrum" design approach which is not accepted by WC, hens UD-Detention 2.35
which utilizes the modified FAA method was used to perform the pond sizing analysis, as this method is accepted by WC.
12 Reference Appendix I- DETENTION/WQCV CALCULATIONS
ASCENT
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5. MAINTENANCE PLAN
Drainage Basin
Detention ponds have low to moderate maintenance requirements on a routine basis but may require
significant maintenance once every 15 to 25 years. Maintenance frequency depends on the amount
of construction activity within the tributary watershed, the erosion control measures implemented,
the size of the watershed, and the design of the facility.
Inspection of the surface system will include functional and aesthetic needs. Functional
maintenance is important for performance and safety reasons and aesthetic is important primarily
for public acceptance of stormwater facilities. The removal of debris, sediment, overgrown or
weedy vegetation will be prioritized based upon the inspection results.
Inspection
Inspect the drainage structures at least once annually, generally in the Spring, observing the amount
of sediment where channels discharge into the pond and checking for debris at the outlet structure
Maintenance
Debris and Litter Removal -Remove debris and litter from the detention area as required to minimize
clogging of the outlet.
Mowing and Plant Care- When starting from seed, mow native/drought tolerant grasses only when
required to deter weeds during the first three years. Following this period, mowing of native/drought
tolerant grass may stop or be reduced to maintain a height of no less than 6 inches (higher mowing
heights are associated with deeper roots and greater drought tolerance) . In general, mowing should
be done as needed to maintain appropriate height and control weeds. Mowing of manicured grasses
may vary from as frequently as weekly during the summer, to no mowing during the winter.
Sediment Removal from the Forebay, Trickle Channel, and Micropool (if applicable)- Remove
sediment from the forebay and trickle channel annually. If portions of the watershed are not
developed or if roadway or landscaping projects are taking place in the watershed, the required
frequency of sediment removal in the forebay may be as often as after each storm event. The forebay
should be maintained in such a way that it does not provide a significant source of resuspended
sediment in the stormwater runoff.
Sediment removal from the micropool is required about once every one to four years and should
occur when the depth of the pool has been reduced to approximately 18 inches. Small micropools
may be vacuumed and larger pools may need to be pumped in order to remove all sediment from
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the micropool bottom. Removing sediment from the micropool will benefit mosquito control.
Ensure that the sediment is disposed of properly and not placed elsewhere in the basin.
Sediment Removal from the Basin Bottom- Remove sediment from the bottom of the basin when
accumulated sediment occupies about 20% of the water quality design volume or when sediment
accumulation results in poor drainage within the basin. The required frequency may be every 15 to
25 years or more frequently in basins where construction activities are occurring.
Erosion and Structural Repairs- Repair basin inlets, outlets, trickle channels, and all other structural
components required for the basin to operate as intended. Repair and vegetate eroded areas as
needed following inspection.
The following is a more detailed guideline for detention pond maintenance considerations:
Lawn mowing and lawn care
Occasional mowing
Maintain irrigated
non -irrigated
to limit unwanted vegetation.
turf grass as 2 to 4 inches
natives grasses at 4 to 6 inches.
tall and
Routine - Depending on aesthetic requirements.
Debris and litter
removal
Remove debris
minimize outlet
and
clogging
litter from
and
the entire pond
improve aesthetics.
to
Routine
and
- Including
May) and
following
annual, pre -storm season
significant rainfall
(April
events.
Erosion and sediment control
Repair and revegetate eroded areas in the basins
and channels.
Non -routine - Periodic and repair as necessary based
on inspection.
Structural
Repair pond
channel liners,
inlets, outlets,
and energy
dissipaters
forebays, low flow
as needed.
Non -routine - Repair as needed based on regular
inspections.
Inspections
Inspect
function
for
sedimentation
and
element.
basins to insure
as initially
clogging, erosion,
levels,
spillway integrity,
intended.
slumping,
overgrowth,
that
and
the basin continues
Examine the
excessive
embankment
damage to any
to
outlet
structural
_
Routine -
structural
during routine
plugging
Annual
facilities.
of outlets.
inspection
Also
maintenance
check
of
visits,
hydraulic and
for obvious problems
especially for
Nuisance control
Address
associated
bottom
odor, insects, and
with stagnant or
zone.
overgrowth
standing
issues
water in the
Non -routine - Handle as necessary per inspection or
complaints.
Sediment Removal
Remove
and the
accumulated
bottom of the
sediment from the forebay
basin.
Non -routine - Performed
accumulation occupies
may vary considerably,
necessary per inspection.
more frequent cleanout
pond.
when
20 percent
but
The
than
sediment
of the
expect to do
forebay
other areas
this
will
WQCV. This
as
require
of the
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6. SUMMARY AND CONCLUSIONS
The proposed drainage plan follows Weld County's Charter and County Code (WC-CCC) and the
Weld County Engineering and Construction Criteria (WC-ECC). UDFCD Rational (UD-Rational)
and pond sizing software (UD-Detention) spread sheet were used to perform many of the
calculations for drainage analysis. The drainage system was designed to be phased. The design
implements a detention pond during the construction phase. Once drilling and completions
operations are complete, a portion of the site will be taken back to as close to existing ground as
possible; the detention pond will remain to service the site through its life.
This report and the calculations have been produced after proper due diligence for the site and
surrounding adjacent offsite areas. The drainage design is adequate to protect public health, safety,
and general welfare and has no adverse impacts on public rights -of -way or offsite properties. The
stormwater management designs provided in this report have been performed in accordance with
Weld County requirements.
Raejanna Church
Project Engineer
August 5, 2022
airet
ASCENT
Mark Skelskey, P.E.
Engineer of Record
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APPENDIX A - REFERENCE DOCUMENTS, SOFTWARE AND WEBSITES
Table 2: Reference Documents
Document
Abbreviation
"Urban Storm Drainage Criteria Manual:
Hydrology, and Hydraulics ", by Urban
Revised August 2018; Originally Published
Drainage
Volume
September
1
&
—Management,
Control
District;
USDCM-1
Flood
1969
"Urban Storm Drainage Criteria Manual: Volume 1 ", by
Flood Control District; Revised April 2008; Originally Published
Urban Drainage &
June 2001
USDCM-1-2008
"Urban
and
September
Recreation
Storm Drainage
", by Urban
2017; Originally
Criteria
Manual: Volume 2
Drainage & Flood Control
Published September 1969
— Structures,
Storage,
Updated
USDCM-2
District;
"Urban
Practices
2019;
Storm Drainage
", by Urban Drainage
Originally Published
Criteria
Manual: Volume 3
& Flood Control District;
September 1992
— Best
Management
Updated
October
USDCM-3
"Weld County Engineering and Construction
Originally Published March 2021.
Criteria", by Weld County,
CO;
WC-ECC
"Geotechnical
Originally
Engineering
Report", by Inberg-Miller
2, 2022.
Engineering,
GER-1
Published August
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Table 3: Reference Software and Websites
Document
Abbreviation
UD-Channel
"Channel Design — UD Channel 1.05 ", XLS. file by Urban Drainage &
Flood Control District;
released October 2013.
UD-Culvert
"Culvert Design — UD Culvert 3.05 ", XLS. file by Urban Drainage & Flood
Control District; released November 2017.
https://udfcd.org/software
UD-Detention
"Detention Design - UD Detention 2.35 ", XLS. file by Urban Drainage &
Flood Control District;
released January 2015. https://udfcd.org/software
UD-Rational
"Peak Runoff Prediction by Rational Method - UD Rational 2.00", XLS. file
by Urban
https://udfcd.org/software
Drainage
& Flood Control
District;
released May 2017.
"AutoCAD Civil 3D - 2018", by Autodesk;
released 2018.
CAD-C3D
"NOAA
Updated
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html
Atlas
April
14", by
21, 2017
the National
Oceanic and
Atmospheric
Administration,
NOAA-14
"Weld County Charter County Code - Supplement 63", by Weld County,
WC-CCC
CO; Codified
Updated December
and
through Ordinance No. 2019-14, adopted
19, 2019.
September
23, 2019;
"USDA/NRCS Web Soil Survey ",
Society. https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx
by National
Resource Conservation
NRCS
trat
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APPENDIX B - ABBREVIATIONS AND ACRONYMS
ABC
ac
AMSL
Avg.
BMP
C
CDOT
cfs
COGCC
cm
CM
ECD
EURV
FAA
FEMA
FIRM
ft.
fps
HEC-HMS
hr.
K
LACT
MHFD
MLVT
min.
RG
RI
T0C
UD
UDFCD
Aggregate Base Course
acres
Above Mean Sea Level
Average
Best Management Practice
Runoff Coefficient
Colorado Department of Transportation
Cubic feet per second
Colorado Oil and Gas Commission
Centimeters
Criteria Manual
Emissions Control Device
Excess Urban Runoff Volume
Federal Aviation Administration
Federal Emergency Management Agency
Flood Insurance Rate Map
feet
Feet Per Second
Hydrologic Engineering Center - Hydrologic Modeling System
hour
Conveyance Factor (UD-Rational)'
Lease Automatic Custody Transfer
Mile High Flood District
Modular Large Volume Tanks
minutes
Rough Grade
Recurrence interval (rainstorm)
Top of Concrete
Urban Drainage
Urban Drainage and Flood Control District
13 Reference Table 3: Reference Software and Websites for additional information on this engineering reference document.
men
ASCENT
f:iLILilMS silluirMS
Calvary Farms 19-L Pad: Final Drainage Report
Document: FDR 01 Rev A
Page B.2
August 2022
USDCM-1
USDCM-1-2008
USDCM-2
USDCM-3
WC
WC-ECC
WC -ED
WC-SDC
WC-SDC
WOGLA
WQCV
Urban Storm Drainage Criteria Manual — Volume 1 14
Urban Storm Drainage Criteria Manual — Volume 1(2008) 14
Urban Storm Drainage Criteria Manual — Volume 2 14
Urban Storm Drainage Criteria Manual — Volume 3 14
Weld County
Weld County Engineering and Construction Criteria 14
Weld County Energy Department
Weld County Storm Drainage Criteria
Weld County Storm Drainage Criteria Addendum 14
Weld County Oil & Gas Location Assessment (permit)
Water Quality Capture Volume
14 Reference Table 2: Reference Documents for additional information on this engineering reference document.
rs
Abio
fl
ASCENT
f:iilt.ib1([IS U1UiiDh;
Calvary Farms 19-L Pad: Final Drainage Report
Document: FDR 01 Rev A
Page C.1
August 2022
APPENDIX C - DRAINAGE REPORT CHECKLIST
Drainage Report Checklist
Project Name:
The purpose of this checklist is to assist the applicant's Engineer with developing a drainage report that
supports the intent of the Weld County Code using commonly accepted engineering practices and methodologies.
Is the project in the MS4? DYes D No If yes, the following requirements in blue apply„ See Chapter 8, Article IX of the Weld County Code.
Report Content
Weld County Case Number
Certificate of Compliance signed and stamped by a
Colorado Licensed PE
❑ Description/Scope of Work
El Location (County Roads, S -T -R)
❑ Nearby water features and ownership
CI Total acres vs. developed acres
❑ Hydrological soil types/maps
• FEMA Flood Zones
Urbanizing or non -urbanizing
❑ Methodologies used for report & analysis
(full spectrum is not accepted)
❑ Base Design Standard used for permanent control
measure design in the MS4
❑ Discussion of offsite drainage routing
Conclusion statement indicating that the design will
adequately protect public health, safety, and general
welfare and have no adverse impacts on public
rights -of -way or offsite properties
Hydrology and Hydraulic Analysis
❑ Design Storm / Rainfall Information
(NOM Atlas or Local Data)
❑ Release Rate calculations
• Post construction site imperviousness
❑ Hydrologic calculations (historic & developed basins)
❑ Hydraulic calculations for proposed drainage
improvements (swales, culverts, riprap, pond, outlet,
spillway, WQCV outlet, etc.)
❑ DetentionNVQCV calculations
Construction Drawings
❑ Stamped ped by PE
❑ Engineering scale & north arrow
El Property lines, rights -of -way, and easements
❑ 1' Contours & elevations (existing & proposed)
❑ Pre- and post -development drainage basins
❑ Arrows depicting flow direction
1 Time of concentration critical path
Drainage design points
❑ Improvements labeled
El Permanent control measure and associated drainage
features labeled "No Build/No Storage', include
design volume
❑ Cross sections for open channels, profiles for pipes
❑ Elevations for inverts, flow lines, top of grates,
orifice(s), etc.
❑ Pipe specs (size, material, length, slope)
• Outlet and spillway details
Maintenance Plan
❑ Frequency of onsite inspections
Li Repairs, if needed
Cleaning of sediment and debris
• Vegetation maintenance
❑ Manufacturer maintenance specifications, if
applicable
l9
Other Required Documents (If Applicable)
l _ a Variance Request and documentation— explain
hardship, applicable code section, and proposed
mitigation. Variances will not be granted for the Base
Design Standard requirement in the MS4.
Highlighted Items
_ Minimum Requirements for Preliminary Drainage Report
*Note: Additional information may be necessary on a case by case basis*
Department of Public Works I Development Review
1111 H Street, Greeley, CO 80631 I Ph: 970-304-6496 I wwwv.weldgov.comidepartmentsipublic_worksidevelopment_rerriew
ASCENT
f:iilt ilMS ;UIUiiDh;
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page D.1
August 2022
_ .4 LE: 1 ` 2000?
APPENDIX D - VICINITY MAP
CALVARY FARMS 19-L PAD
VICINITY MAP
1000
213400
DISCLAIMER -
THIS PLOT DOES NOT REPRE.SEI4T A MONUMENTED LAND SURVEY AND
SIIOL .0 NOT SE RELIED UPON TOOETER1/ IIE BOUNDARY LINES, PROPERTY
CYa *JERSFII P OR OTHER PROPERTY INTEPflTS PARCEL LINES, IF DEPICTED
RAVE NOT BEEN FIELD VERIFIED AND MAY BE BASED UPON PUBLICLY
AVAILABLE L1 ATA THAT ALSO HAS NOT BEEN INDEPENDENTLY VERIFIED.
DATA SOURCE:
a IMAGERY: GNP 201110
PUBUCI Y AVAILABLE DATA SOURCES
IEIAVF NOT BEEN INDEPEPACENTILY
VERIFIED BY ASCENT.
IGa aakt -4tdll
k.nIsk. {K' IHpI
(1711.!2E ?U4
ma.rsa!*zf.Q.i "to cry!
;ICE MA`"E
CALVARY FARMS 19-L PAD
L:LA- I9%
NE 1/4 SE 1/4 SEC 19, TIN, R651111, 6TH P Si.
WELD COUNTY, COLORADO
a
FIE.:
06-27-22
DATE
DgAli Ihi r3Ar(
07-20-22 I
U
I
MOM kit
e
RMC
EL:.t.y;
MASj
PPUFAIIEII' I:pp
lifirsweaun
vie Erw?tnau inn isnan.WE
ASCENT
GEOMATICS SOLUTIONS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page E.1
August 2022
APPENDIX E - FEMA MAP
National Flood Hazard Layer FIRMette
PJ4"42'111 Au 41.1"3 `±.] r'.
(I
0812301237E
elf. I/20/2016
siosar-
Feet 1:6,000
500 1.000 1.500 2.000
Basemtip: &SGS National Map: Orthoimgery: Data refreshed October. 2020
1WI13'34^W 40'331'24"N
FEMA
ASCENT
Legend
SEE FE REPORT FOR OE USDLEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPEC AL rtLOon
HAZARD AREAS
Without Base Flood Elevation (BFt )
c0nne A-1.3
With 8FE or Depth 1c: ILE AO, Ati. YE, AR
Fri}gutatary Fioodway
OTHER AREAS OF
FLOOD HALAFUJ
OTHER AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
MAP PANELS
9
V4
0.2% Annual Chance Flood Hamra, Ares
of 1% annual chance flood with average
dearth less than one foot or with drainage
areas of less than one square mile zo4e x
Future Conditions 1% Annual
Chance Flood Hazard zcce A
Area with Reduced Flood Risk due to
Levee. See Notes. i0""
Area with Flood Risk due to Leveezvro o
NOSrrEEN Area of Minimal Flood Hazard zoo x
Effective LAMRs
Area of Undetermined Flood Hazard tnrr n
J
- — a. Channel. Culvert, or Storm Sewer
I r 1 1 1 1 1 Levee, Dike, or Floods -all
Cross Sections with 1% Annual Chance
Water Surface Elevation
Coastal Transect
Base Flood Elevation Line (Sill
Limit of Study
Jurisdiction Boundary
Coastal Transact Baseline
Prattleelinc
Hydrographic Feature
Digital Data Available
Na Digital Data Available
Unmapped
The pin displayed en the map Is an approximate
point selected by the uscr and does not rcprescrt
an autnoftilative property location.
This map ctomnplieswiUt FEMk's standards for the use of
digital flood maps if it is not 'void as described below..
The basemap shown complies with FEMA's basenlap
accuracy standards
The flood hazard intormatlon is derived directly from the
authe ritativc MEHL web services provided by FEMA.This map
was exported on 7/28/2022 at 5.45 PM and does not
reflect changes ix ar nendnicnts subsequent to this date and
time The NFHL and erlecth+e information may change or
become superseded try new data over Dine.
This map image Is void if the one or more of the following map
aliments do not appear: basemap Imagery, flood tone labels,
legend, scale bar, map creation date, community Identifiers,
FIRM panel number, and FIRM effective date. Man Images k r
unsnapped and ummodenitzed areas cannot be used for
regulatory purposes.
GEOMATICS SOLUTIONS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page F.1
August 2022
APPENDIX F - NOAA ATLAS 14 PRECIPITATION FREQUENCY TABLE
NOAA Atlas 14, Volume 8, Version 2
Location name: Ault, Colorado, USAt
Latitude: 40.5604, Longitude: -1104.6979n
Elevation: 4884.93 f t4
. Kturoc E-3RI Maw
,t source: Mt
PONT PRECIPITATION FREQUENCY ESTIMATES
Santa Ponca, Deborah Marlins Sandra Pavleme, Mani , Michael St Laurent, Carl Trypeluk., Dale
Unruh. Michael Yakut., Geo Eery Hinnla
i4DAA,, Walklher SeMott. Slim. Spring, Maryland
PF_tabtiilar I P graph I Maps & aerials
PF tabular
PD -based
point precipitation
frequency
estimates with
90% confidence
intervals
(in inchesil
Average recurrence interval
(years)
Duration
1
2
5
10
25
50
Jim
200
500
1000
Amin
0.241
(0.196.0.296)
0.291
(1 8) 4.3
111..386
(0.314-0.478)
!l 80
(0.3 .0,595j
0,026
(0.491=4. 51,
0154
(0.571.0.` 9),
'Q
01894
(0.6 •1.21)
I 1
(0.724,1.4►6)
1.28
(0.539.182)
1.46
(0.9 ,2_09)V
10
$'17tt7
I,o.287-0A33 i
0,426
(0.347-0.525)
0.567
(0.459-0.700)
0303
(0.555-0.871)
091 rF
(0.719-121)
1„10
(0..63'6-1.44)
1.31
(0.950-1. 78)
1,54
(1.06-2.14)
1.07
(1.23-2,67)
2,14
(1.36-3.06)
,
1-Inliiltii
0.430
(0.3$0,0,628)
0.520
(0.423-0,640)
0.692
(0.660-0.050
0157
(0:8 1-O6)
1,12
, (( Ofla1-4')
1.35
(1,Q2
, i)
1480
0.16-2'.17)
a
1488
(1. 9-2,61)
2..28
O.5O-325I
(1.65-3.14)
2.61
r1-rn1n
0.
(0.476&.7t8)
0.705
(0.573.0.867)
0.936
('0.758.1.15)
1.16
(01132-1.44)
1.51
(1.1.9.2.00)
1.83
(128.2.42)
117
(1.57-2,94)
2.55
(1.76.3.55)
3.10
(2.04-4.43)
3.56
(2.26.5.10)
a
60=min
0.723
(0.586-D.889)
0.868
10 705-1 07,M
1,15
(0.934-1_42)
1.43
(1.15-1 78)
1,89
11.49-2.5 0)
2.29
(1.74-3.04)
11.99-3
173
72)
3,23
42 2� y-4 51)
3.97
(2.61-5,57)
4,57
142.89-5,54)
II.2-hr
0_861
(0-705:1._05)
■ .0Y1_37
-844a1.28)
(1.12-1.68)
1 01.38.2.10)
471
(1.80.2.98)
,.. 26
2_75
(2-113-64)
3_30
(2.42-446)
192
(2.734,42)
aV3
(3,21.6.6+4)
5658
(3, ..7,91
-hr
0.936
(0_770-1.14)
1.12
(0.917-1.35)
1448
(1.21-1.61)
N
(1.50-226)
1.85
2.45
(1.95-322)
2.99
(2313.94)
3.60
(2.65-4.84)
4,28
43.00-5.90) ,
5.29
{3.54-7.46)
6.13
(3. -&66)
-hr
1.06
(0.876-1.26)
1.29
(1.06-1 :55)
f
1.72
1,41-2, )
. (114-2.69)
13
239
(2,23-3.61)
3.37
(2.61-4,3'x)
4,01
(197-5,33)
4472
(x/33-6,43)
535
(3.88-6,03)
6861
(4,30-9,24)
12 -hr
1.25
(1.04 1.49)
1.50
(1.25 1.80)
►
1.97
1.63 2.3eti_
I
l
240
l sOuz..90)
3'.08
4 .4713•.9 )
3.66
( 2.854.10
.(3,
110
1c5.64
199
3.55w6,72
5.99
4.08 0.27)
1911
{4.48.9..44)
24 -hr
1.50
(1.25-1.78)
11.46-2.1O
1,75
((1.8;5-2.61)
2,22
2,66
2.21-:3.18)
3,35
.71-4.23)
3',95
(3.09-5.02)
I3.-15-5:97Lf3.81-7':07'"
4,59
5.30
6,33
Ri4.35-0,.66)
7.17
{4.76-9.851,
1.72
(1,45-x.03)
102
(1,704,38)
2.54
(2.13-3,00)
3.02
(242-356)
I
3.73
(3.03-1,64)
4.33
(3.41-5,44)
4..'98
(3,77-6,39)1
5.67
(4 I1-i &7)
6.65
x,4,62-9,00)
I
7.45
it5.OIJ-1,2)
3 -day
1.89
(1.60-x22)
0.854
219
, )
i.2.29-3.19)
2.71
(2.67--337)
.19�
3'.91
(3.191.4.83)
x4.52
(3-59.5.4)
£1
(3-!9 -6.60)
5�n
(4.28-7.70)
(4.79-9.23)
7.68
(5.19-11.4
)
-+J4
2.02
(1:71-2.35)
2.32
41.97-2.71)
in3.35
(2.42-3.36)
v;2.82
-3.9r5)
4.19
(3.34-5.02)
430
i3.73-5)34)
1 5.36
14.09-0.81 1
6.,16
� _ 3-x.94
7,06
- 41
P
7.86
da.5.33-1+0.6
g
7 -day
2.27
(1.9 402.64)
2.66
(2.27-3.09)
(2.81-x.66)
131
(3.274.63)
187
.63)
4.67
(.81♦5�.65)
5.30
(4.22-6.50)
5.96
(4.57=.747)
6.641
(4..87,8.55)
7.578.30
(5..340.0)
I5-6641.110 il
10
-clay
2 51
(2.15• .90)
95
, i s7� �
69
• IF )
_
(3.
4.30
S!'ILil t�
'Llrt r.SR. 11 �5.79
(420.6.16)
(4.62.7.04)
6.45
(4.984.02)
7.12
(5.24.9.09)
8.00
(.65-10.5)
8.67
15-7-1t..61)1
3.23
'2,19-3,70)
315
(3,23-4,30
440
3,94-5. )
5,27
4,50-6,09)
1,19
5,08-7,33)
619
15.53-8121)
7.5₹
15287-9,31.
0.25
46.12-10,4
9.13
(6 51-11,8)
9.7$
(6,80-12,9
-d'
3.82
(3 14.35)
4.39
3,179401)
5.30
(4.5? -6,07)
(5.17-6.94)
6.04
7..03
(5.81.6.27)
7.77
(6,27.9.28)
84+49
(6,62,10A)
9'x21
(6.9741.6)
10.1
(7.26-13.0)
10.8
(7.56-142)
45 -day
4.51
(3.92-5.12)
5,17
(4.49-5.88)
622
(5.38-7'.1 )
(6.07-8.07)
7.06
8.16
(6.75-9.54)
8.98
(7.27-10.6)
9/6
(7_64-11.9)
10.5
(7.90-13.1)
11.5
(9.29-14.7)
12.2
(8..56-15.9)
a
5:0$
(4.41-5.7:x)
5.82
(5,0 7-6,60)
7_02
a,(.'9 .97)
$5.3L-9.0)
7.97
9,20
7.62-1h0.7)
10_1 I
6.19-1l.9p
10«9
(8.58-13.2)
11.7
(8.84-14,6)
12.7
022-162)0.51-17.5)
I 134
1 Precipitation frequency.
(RP) estimates in this
.
table are lb:
sad on frequency enelYele of partial
duration series
(PDS).
.Numbers in parenthe
(for a given duration and
are not checked against
Please refer to NOAA.
Atlas
are PE estimates at lower
gage recurrence
probable maximum pre
14 document Mir
and upper bounds cif the 90% confidence interval.
interval) will be greater than tree upper bound (or less
ipitalion (PRIP) estimates and may be higher than
more Ittaiabon
The
than the
currently
probability
lower
valid
that precipitant®n frequency
bound) Is 5%. Estimates
MP values,
estimates
at upper bounds
ASCENT
GEOMATICS SOLUTIONS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page F.2
August 2022
Maps & aerials
Small scale terrain
Galt
Large scale terrain
re c:X
win
0 -r
F e
fll
FrirtCc'Ilins
L gni_I , Peak.
!: I m
•
•
CISeyeniie
a�a,••,..
•Freelet
* (Longmont
Denver
U
t
+
f
l
i
Large scale map
Fort Collins
Che enne
i
11%'"Y
Longmont
Boulder
1 OOk],..._r
!mi
er
ASCENT
GEOMATICS SOLUTIONS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page GA
August 2022
APPENDIX G - GROUND SURFACE IMPERVIOUS CALCULATIONS
COMPOSITE BASIN -WEIGHTED "% IMPERVIOUS" CALCULATIONS
-REFERENCE : UDFCD USDCM VI Table 6-3 Recommended Percentage Imperviousness Values
Undeveloped areas
Historic flow
analysis
Greenbelts,
Agricultural
Off -site flow
analysis (when
land use not
defined)
Street
Paved
Gravel
Recycled
asphalts
Drives and
walks
Roofs
CONSTRUCTION
% Imperv.
2.00%
2.00%
45.00%
100.00%
40.00%
75.00%
90.00%
90.00%
Area
Area
Area
Area
Area
Area
Area
Area
Total
Area
Percent
Imperv.
4.66
4.66
40.00%
BASIN
1 DESIGN POINT 1
0.54
0.54
100.00%
1.23
1.23
2.00%
0.00
1.23
0.00
0.54
4.66
0.00
0.00
0.00
P
6.43
' 37.78%
2.70
2.70
40.00%
(DRILLING)
PHASE
BASIN
1 DESIGN POINT 2
0.28
0.28
100.00%
0.33
0.33
2.00%
0.00
0.33
0.00
0.28
2.70
0.00
0.00
0.00
P 3.31
P 41.40%
1.75
1.75
40.00%
BASIN 1
DESIGN POINT
3
0.30
0.30
100.00%
0.55
0.55
2.00%
0.00
0.55
0.00
0.30
1.75
0.00
0.00
0.00
V 2.60
P 38.88%
3.51
3.51
40.00%
INTERIM-
BASIN 2 DESIGN POINT
4
0.54
0.54
100.00%
RECLAMATION
0.99
0.99
2.00%
(PRODUCTION)
PHASE
0.00
0.99
0.00
0.54
3.51
0.00
0.00
0.00
r
5.04
r
38.96%
7r-1
ASCENT
GEOMATICS SOLUTIONS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page H.1
August 2022
Project: Calvary Farms 19-L
Location: Weld County
Owner: BEP
Designer: RMC
Date: 8/4/2022
APPENDIX H - HYDROLOGIC CALCULATIONS
5-yr
10-yr
100-yr
1 -hr
rainfall
depth
P1
1.15 in
1.43
in
2.73 in
Basin
ID
Design
Point
Area
(ac)
Imperviousness
(%)
NRCS
Hydrologic
Soil
(%)
Group
Flow
Overland
(ft)
length
Overland
Slope
(ft/ft)
Channelized
Flow
(ft)
length
Channelized
Slope
(ft/ft)
Type
of
Land
Surface
Conveyance
NRCS
Factor
i
A
B
C/D
L;
So
Lt
Sc
Existing Conditions
Basin 1
1
6.4
2%
0.0%
0.0%
100.0%
100
0.008
532
0.012
Tillage/Field
Basin 2
4
5.1
2%
0.0%
0.0%
100.0%
100
0.008
442
0.012
Tillage/Field
Proposed Condtions
Basin 1
1
6.4
38%
0.0%
0.0%
100.0%
100
0.005
750
0.009
Nearly
bare ground
10
Basin 1
2
3.3
41%
0.0%
0.0%
100.0%
100
0.005
631
0.008
Nearly
bare ground
10
Basin 1
3
2.6
39%
0.0%
0.0%
100.0%
100
0.005
501
0.009
Nearly
bare ground
10
10
Basin 2
4
5.1
39%
0.0%
0.0%
100.0%
100
0.005
659
0.011
Nearly
bare ground
ASCENT
GEOMATICS SOLUTIONS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page H.2
August 2022
Project: Calvary Farms 19-L
Location: Weld County
Owner: BEP
Designer: RMC
Date: 8/4/2022
Basin ID
Design Point
Area
(ac)
Runoff Coefficient
Time of Concentration
(min)
Rainfall
(in/hr)
Intensity
Peak
(cis)
Flow
C5
C10
C100
Initial
ti
Channelized
tt
Total
tc
Is
110
1100
05
010
0100
v)
C
O
Basin
1
1
6.4
0.16
0.26
0.51
18.28
16.26
34.54
1.66
2.06
3.94
1.73
3.45
12.78
Basin 2
4
5.1
0.16
0.26
0.51
18.28
13.38
31.66
1.75
2.17
4.15
1.45
2.90
10.74
75
C
O
U
nn
C
X
W
Condtions
Basin 1
1
6.4
0.34
0.4].
0.58
17.28
13.34
30.6i
1.78
2.22
4.23
3.86
_:).t_
15.69
Basin 1
7
32
0.36
0.42
0.59
16.58
11.64.
28.22
1.87
2 33
1.44
2.19
3.2 a
8.57
Basin 1
3
2.598
0.34
0.41
0.58
17.17
8.63
25.80
1.97
2.45
4.67
1.76
2.62
7.05
Basin 2
4
5.12
0.34
0.41
0.58
17.16
10.55
27.71
1.89
2.35
4.49
3.33
4.97
13.35
ASCENT
GEOMATICS SOLUTIONS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page 1.1
August 2022
APPENDIX I - DETENTION/WQCV CALCULATIONS
Clear Worksheet
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Calvary Farms 19-L Pad
Basin ID: Basin 1 Design Point 1
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
Determination of MINOR Detention Volume Using Modified FAA Method
Determination of MAJOR Detention Volume Using Modified FAA Method
Design Information (Input):
Catchment Drainage Imperviousness
Catchment Drainage Area
Predevelopment NRCS Soil Group
Return Period for Detention Control
Time of Concentration of Watershed
Allowable Unit Release Rate
One -hour Precipitation
Design Rainfall IDF Formula i = Cf* Pl/(C2+Tc)^C3
Coefficient One
Coefficient Two
Coefficient Three
Use Denver
Area Default
Values
la =
A=
Type =
T=
Calculate Tc Tc =
Use Default q q =
P1=
C1 =
02=
C3 =
37.78
6.400
C
10
31
0.54
1
1.43
28.50
10
0.786
percent
acres
A, B, C, or D
years (2, 5, 10, 25, 50, or 100)
minutes
cfs/acre
inches
Use this side of the
worksheet for the MINOR
(e.g. 2 -year, 5 -year, or 10 -
year) storage volume.
Design Information (Input):
Catchment Drainage Imperviousness
Catchment Drainage Area
Predevelopment NRCS Soil Group
Return Period for Detention Control
Time of Concentration of Watershed
Allowable Unit Release Rate
One -hour Precipitation
Design Rainfall IDF Formula
Coefficient One
Coefficient Two
Coefficient Three
Use Default q
la =
A=
Type =
T=
Tc =
q=
P1 =
= C1* Pi/(C2+Tc)^C3
37.78 percent
6.400 acres
C
100
31
A, B, C, or D
years (2, 5, 10, 25, 50, or 100)
minutes
0.54 cfs/acre
2.73 inches
C1 = 28.50
C2 = 10
C3 = 0.786
Use this side of the
worksheet for the MAJOR
(e.g. 25 -year, 50 -year, or
100 -year) storage volume
Determination of Average Outflow from the Basin
(Calculated):
1
Runoff Coefficient C = 0.41
Inflow Peak Runoff Qp-in = 5.82 cfs
Allowable Peak Outflow Rate Qp-out = 3.45 cfs
Mod. FAA Minor Storage Volume = 4,718 cubic feet
Mod. FAA Minor Storage Volume = 0.108 acre ft
1
<- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5 -Minutes)
Rainfall
Duration
minutes
(input)
Rainfall
Intensity
inches / hr
(output)
Inflow
Volume
acre-feet
(output)
Adjustment
Factor
"m"
(output)
Average
Outflow
cfs
(output)
Outflow
Volume
acre-feet
(output)
Storage
Volume
acre-feet
(output)
1
6.19
0.022
1.00
3.45
0.005 0.018
2
5.78
0.042
1.00
3.45
0.010 0.032
3
5.43
0.059
1.00
3.45
0.014 0.045
4
5.12
0.074
1.00
3.45
0.019 0.055
5
4.85
0.088
1.00
3.45
0.024 0.064
6
4.61
0.100
1.00
3.45
0.029 0.071
7
4.40
0.111
1.00
3.45
0.033 0.078
8
4.20
0.122
1.00
3.45
0.038 0.084
9
4.03
0.131
1.00
3.45
0.043 0.088
10
3.87
0140
1.00
3A5
0:048 0.092
11
3.72
0.148
1.00
3.45
0.052 0.096
12
3.59
0.156
1.00
3.45
0.057 0.099
13
3.47
0.163
1.00
3.45
0.062 0.101
14
3.35
0.170
1.00
3.45
0.067 0.103
15
3.25
0.176
1.00
3.45
0.071 0.105
16
3.15
0.182
1.00
3.45
0.076 0.106
17
3.06
0.188
1.00
3A5
0:081 0107
18
2.97
0.193
1.00
3.45
0.086 0.108
19
2.89
0.198
1.00
3.45
0.090 0.108
20
2.81
0.203
1.00
3.45
0.095 0.108
21
2.74
0.208
1.00
3.45
0.100 0.108
22
2.67
0.213
1.00
3.45
0.105
0.108
23
2.61
0.217
1.00
3.45
0.109
0.108
24
2.55
0.221
1.00
3A5
0114
0107
25
2.49
0.225
1.00
3.45
0.119
0.106
26
2.44
0.229
1.00
3.45
0.124
0.106
27
2.39
0.233
1.00
3.45
0.128
0.104
28
2.34
0.236
1.00
3.45
0.133
0.103
29
2.29
0.240
1.00
3.45
0.138
0.102
30
2.24
0.243
1.00
3.45
0.143
0.101
31
2.20
0.247
0.99
3.43
0.146
0.100
32
2.16
0.250
0.98
3.38
0.149
0.101
33
2.12
0.253
0.96
3.33
0.151
0.102
34
2.08
0.256
0.95
3.28
0.154
0.102
35
2.05
0.259
0.94
3.23
0.156
0.103
36
2.01
0.262
0.93
3.19
0.158
0.103
37
1.98
0.264
0.91
3.15
0.161
0.104
38
1.94
0.267
0.90
3.11
0.163
0.104
39
1.91
0.270
0.89
3.08
0.165
0.104
40
1.88
0.272
0.88
3.05
0.168
0.104
41
1.85
0.275
0.87
3.01
0.170
0.105
42
1.83
0.277
0.86
2.98
0.173
0.105
43
1.80
0.280
0.86
2.95
0175
0105
44
1.77
0.282
0.85
2.93
0.177
0.105
45
1.75
0.284
0.84
2.90
0.180
0.104
46
1.72
0.286
0.83
2.87
0.182
0.104
47
1.70
0.289
0.83
2.85
0.184
0.104
48
1.68
0.291
0.82
2.83
0.187
0.104
49
1.65
0.293
0.81
2.80
0.189
0.104
50
1.63
0.295
0.81
2.78
0192
0:103
51
1.61
0.297
0.80
2.76
0.194
0.103
52
1.59
0.299
0.79
2.74
0.196
0.103
53
1.57
0.301
0.79
2.72
0.199
0.102
54
1.55
0.303
0.78
2.70
0.201
0.102
55
1.53
0.305
0.78
2.69
0.203
0.101
56
1.51
0.306
0.77
2.67
0.206
0.101
57
1.50
0.308
0.77
2.65
0.208
0100
58
1.48
0.310
0.76
2.64
0.211
0.099
59
1.46
0.312
0.76
2.62
0.213
0.099
60
1.45
0.313
0.76
2.61
0.215
0.098
61
1.43
0.315
0.75
2.59
0.218
0.097
Determination of Average Outflow from the Basin (Calculated):
Runoff Coefficient C = 0.58
Inflow Peak Runoff Qp-in = 15.71 cfs
Allowable Peak Outflow Rate Qp-out = 3.45 cfs
Mod. FAA Major Storage Volume = 27,587 cubic feet
Mod. FAA Major Storage Volume = 0.633 acre -ft
Recalculate
Results
Rainfall
Duration
minutes
(input)
Rainfall Inflow Adjustment Average
Intensity Volume Factor Outflow
inches / hr acre-feet "m" cfs
(output) (output) (output) (output)
Outflow
Volume
acre-feet
(output)
Storage
Volume
acre-feet
(output)
1
11.82 0.060
1.00 3.45
0.005
0.056
2
11.03 0.113
1.00 3.45
0.010
0.103
3
10.36 0.159
1.00 3.45
0.014
0.145
4
9.78 0.200
1.00 3.45
0.019
0.181
5
9.26 0.237
1.00 3:45
0.024
0.213
6
8.80 0.270
1.00 3.45
0.029
0.242
7
8.39 0.300
1.00 3.45
0.033
0.267
8
8.02 0.328
1.00 3.45
0.038
0.290
9
7.69 0.354
1.00 3.45
0.043
0.311
10
7.39 0.378
1.00 3.45
0.048
0.330
11
7.11 0.400
1.00 3.45
0.052
0.348
12
6.85 0.420
1.00 3:45
0.057
0.363
13
6.62 0.440
1.00 3.45
0.062
0.378
14
6.40 0.458
1.00 3.45
0.067
0.392
15
6.20 0.475
1.00 3.45
0.071
0.404
16
17
6.01 0.492
5.83 0.507
1.00 3.45
1.00 3.45
0.076
0.416
0.081
0.426
18
5.67 0.522
1.00 3.45
0.086
0.436
19
5.52 0.536
1.00 3.45
0.090
0.446
20
5.37 0.549
1.00 3.45
0.095
0.454
21
5.23 0.562
1.00 3.45
0.100
0.462
22
5.10 0.574
1.00 3.45
0.105
0.470
23
4.98 0.586 1.00 3.45
0.109
0.477
24
4.87 0.597 1.00 3.45
0.114
0.483
25
4.76 0.608 1.00 3.45
0.119
0.489
26
4.65 0.619
1.00 3.45
0.124
0.495
27
4.55 0.629
1.00 3.45
0.128
0.500
28
4.46 0.638 1.00 3.45
0.133
0.505
29
4.37 0.648 1.00 3.45
0.138
0.510
30
4.28 0.657 1.00 3.45
0.143
0.514
31
4.20 0.666 0.99 3.43
0.146
0.519
32
4.12 0.674
0.98 3.38
0.149
0.526
33
4.05 0.683
0.96 3.33
0.151
0.532
34
3.97 0.691
0.95 3.28
0.154
0.537
35
3.90 0.699
0.94 3.23
0.156
0.543
36
3.84 0.706
0.93 3.19
0.158
0.548
37
3.77 0.714
0.91 3.15
0.161
0.553
38.
3.71 0.721
0.90 3.11
0.163
0.558
39
3.65 0.728
0.89 3.08
0.165
0.563
40
3.59 0.735
0.88 3.05
0.168
0.567
41
3.54 0.742
0.87 3.01
0.170
0.572
42
3.49 0.748
0.86 2.98
0.173
0.576
43
3.43 0.755
0.86 2.95
0.175
0.580
44
3.38 0.761
0.85 2.93
0.177
0.584
45
3.33 0.767
0.84 2.90
0.180
0.588
46
3.29 0.773
0.83 2.87
0.182
0.591
47
3.24 0.779
0.83 2.85
0.184
0.595
48
3.20 0.785
0.82 2.83
0.187
0.598
49
3.16 0.791
0.81 2.80
0.189
0.601
50
3.11 0.796
0.81 2.78
0.192
0.605
51
3.07 0.802
0.80 2.76
0.194
0.608
52
3.04 0.807
0.79 2.74
0.196
0.611
53
3.00 0.812
0.79 2.72
0.199
0.614
54
2.96 0.817
0.78 2.70
0.201
0.616
55
2.92 0.822
0.78 2.69
0.203
0.619
56
2.89 0.827
0.77 2.67
0.206
0.622
57
2.86 0.832
0.77 2.65
0.208
0.624
58
2.82 0.837
0.76 2.64
0.211
0.627
59
2.79 0.842
0.76 2.62
0.213
0.629
60
2.76 0.846
0.76 2.61
0.215
0.631
61
2.73 0.851
0.75 2.59
0.218
0.633
Mod. FAA Minor Storage Volume (cubic ft.) =
Mod. FAA Minor Storage Volume (acre -ft.) =
4,718
Mod. FAA Major Storage Volume (cubic ft.) =
0.1083 Mod. FAA Major Storage Volume (acre -ft.) =
27,587
0.6333
ASCENT
GEOMATICS SOLUTIONS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page 1.2
August 2022
Clear Worksheet
STAGE -STORAGE SIZING FOR DETENTION BASINS
Dar
Project Calvary Farms 19-L Pad
Basin ID: Basin 1 Design Point 1
Side Slope Z
.
Side Slope Z
4
Flow
Design Information (Input):
Width of Basin Bottom, W =
Length of Basin Bottom, L =
Dam Side -slope (H:V), Zd =
Auto -Fill Water Surface Elev.
Column
Stage -Storage Relationship:
Dam
Side Slope Z
r
ft
ft
ft/ft
L
Side Slope Z
L
Side Shope z
Side Slope z
nioma
Check Basin Shape
Right Triangle OR...
Isosceles Triangle OR...
Rectangle OR...
Circle / Ellipse OR...
Irregular (Use Overide values in cells G32:G52)
Storage Requirement from Sheet 'Modified FAA':
Storage Requirement from Sheet 'Hydrograph':
Storage Requirement from Sheet 'Full -Spectrum':
MINOR
MAJOR
0.11
0.63
acre -ft.
acre -ft.
acre -ft.
for WQCV,
& Major
Labels
Stages
(input)
Storage
Minor,
Water
Surface
Elevation
(input)
ft
Side
Slope
(H:V)
Below
(input)
ft/ft
El.
Basin
Width
Stage
(output)
ft
at
Basin
Length
Stage
(output)
ft
at
Surface
Area
Stage
(output)
ft2
at
Surface
Area
Stage
ft2
Overide
at
User
Volume
(output)
Below
Stage
ft3
Surface
Area
Stage
acres
(output)
at
Volume
Below
Stage
acre
(output)
-ft
Target
for
&
(for
WQCV,
Major
Volumes
goal
Volumes
Storage
seek)
Minor,
4880.60
32
0.001
0.000
4880.70
4.00
0.00
0.00
111
7
0.003
0.000
4880.80
4.00
0.00
0.00
259
26
0.006
0.001
4880.90
4.00
0.00
0.00
497
63
0.011
0.001
4881.00
4.00
0.00
0.00
840
130
0.019
0.003
4881.10
4.00
0.00
0.00
1,285
237
0.029
0.005
4881.20
4.00
0.00
0.00
1,819
392
0.042
0.009
4881.30
4.00
0.00
0.00
2,433
604
0.056
0.014
4881.40
4.00
0.00
0.00
3,116
882
0.072
0.020
4881.50
4.00
0.00
0.00
3,843
1,230
0.088
0.028
4881.60
4.00
0.00
0.00
4,589
1,651
0.105
0.038
4881.70
4.00
0.00
0.00
5,356
2,149
0.123
0.049
4881.80
4.00
0.00
0.00
6,142
Z724
0.141
0.063
4881.90
4.00
0.00
0.00
6,949
3,378
0.160
0.078
4882.00
4.00
0.00
0.00
7,776
4,114
0.179
0.094
WQCV
4882.09
4.00
0.00
0.00
8,624
4,865
0.198
0.112
4882.20
4.00
0.00
0.00
9,492
5,848
0.218
0.134
4882.30
4.00
0.00
0.00
10,381
6,841
0.238
0.157
4882.40
4.00
0.00
0.00
11,291
7,925
0.259
0.182
10-YR
4882.48
4.00
0.00
0.00
12,221
8,855
0.281
0.203
4882.60
4.00
0.00
0.00
13,173
10,390
0.302
0.239
4882.70
4.00
0.00
0.00
14,145
11,756
0.325
0.270
4882.80
4.00
0.00
0.00
15,139
13,220
0.348
0.303
4882.90
4.00
0.00
0.00
16,154
14,784
0.371
0.339
4883.00
4.00
0.00
0.00
17,190
16,452
0.395
0.378
4883.10
4.00
0.00
0.00
18,248
18,224
0.419
0.418
4883.20
4.00
0.00
0.00
19,327
20,102
0.444
0.461
4883.30
4.00
0.00
0.00
20,428
22,090
0.469
0.507
100-YR
4883.41
4.00
0.00
0.00
21,551
24,370
0.495
0.559
4883.50
4.00
0.00
0.00
22,695
26,391
0.521
0.606
4883.60
4.00
0.00
0.00
23,862
28,719
0.548
0.659
4883.70
4.00
0.00
0.00
25,050
31,165
0.575
0.715
4883.80
4.00
0.00
0.00
26,261
33,730
0.603
0.774
4883.90
4.00
0.00
0.00
27,494
36,418
0.631
0.836
4884.00
4.00
0.00
0.00
28,749
39,230
0.660
0.901
4884.10
4.00
0.00
0.00
30,027
42,169
0.689
0.968
4884.20
4.00
0.00
0.00
31,328
45,237
0.719
1.038
4884.30
4.00
0.00
0.00
32,651
48,436
0.750
1.112
4884.40
4.00
0.00
0.00
33,997
51,768
0.780
1.188
4884.50
4.00
0.00
0.00
35,365
55,236
0.812
1.268
4884.60
4.00
0.00
0.00
36,757
58,843
0.844
1.351
4884.70
4.00
0.00
0.00
38,172
62,589
0.876
1.437
4884.80
4.00
0.00
0.00
39,610
66,478
0.909
1.526
4884.90
4.00
0.00
0.00
40,000
70,458
0.918
1.618
ASCENT
GEOMATICS SOLUTIONS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page 1.3
August 2022
Water
Quality
Capture
Volume
(WQCV)
Imperviousness
I
38.00%
BMP
a
1.0
coefficient
Watershed
area
A
6.40 ac
Water Quality Capture
Volume
WQCV
0.1745 watershed -in
Required
storage
volume
VR
0.0931
4,054 ft"3
ac -ft
Design Volume
VD
0.1117 ac -ft
4,865 ft^3
Spillway
Weir Calculation
Discharge
0
15.7
cfs
Weir Coefficient
CBCW
3.0
Depth
of flow
through
weir
H
6.0 in
Sideslopeofweir(H:V)
Z
4.0
Minimum Length of Weir
L
13.2 ft
-Arms
ASCENT
GEOMATICS S�ULLIVIOWS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page 1.4
August 2022
Clear Worksheet
STAGE -DISCHARGE SIZING
OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: Calvary Farms 19-L
Basin ID: Basin 1 Design Point 1
WQCV Design Volume (Input): Click Here to size WQCV Perforations
Catchment Imperviousness. I=
37.8
percent
Catchment Area, A =
6:40
acres Diameter of holes, D =
0.750
inches
Depth at WQCV outlet above lowest perforation, H =
4
feet Number of holes per row, N =
1
Vertical distance between rows, h =
6.00
inches
OR
Number of rows, NL =
4.00 il
Orifice discharge coefficient, C°=
0.60
Height of slot, H =
inches
Slope of Basin Trickle Channel, S =
0.010
it /ft Width of slot, W =
inches
Time to Drain the Pond =
40
hours
0 0
0 0
0 0
Perforated
O
O O
Watershed Design Information (Input):
Plate
Percent Soil Type A =
0
%
O
O O
O
O O
Examples
P
o o
0 0
0 o
Percent Soil Type B=
0
%
O
O O
Percent Soil Type C/D =
100
%
�-
u
O O
[-
Outlet Design Information (Output):
0
0 O 0
0 O O 0
0 0
4
Water Quality Capture Volume, WQCV =
0.224
watershed inches
O
O
0
Water Quality Capture Volume (WQCV) =
0.120
acre-feet
O
O
0
Design
Volume (WQCV / 12 * Area * 1.2) Vol =
104444
acre-feet
o 0
0 0
0 0
Outlet A0
0.34
inches
area per row, =
square
You
for
Total
opening area
at each row based on user -input above, A0 =
0.44
s ches
can override water
row at the bottom
quality orifice areas each
of the table below. Note that
Total
opening area
at each row based on user -input above, A0 =
0.003
square feet
your override areas
will be in square feet.
Auto -Fill Stages
To entirely block that
row, enter an area of zero.
Central Elevations of Rows of Holes
in feet
I
Flow
Row 1 Row 2 Row 3 Row 4
Row 5
Row 6 Row 7 Row 8 Row 9
Row 10
Row 11 Row 12 Row 13
Row 14 Row 15 Row 16
Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23
4880.75
4881.25
4881.75
4882.25
Collection Capacity for Each Row of Holes in cfs
4881.15
0.0093
0.0000
0.0000
0:0000
0.01
4881.65
0.0140
0.0093
0.0000
0.0000
0.02
4882.15
0.0175
0.0140
0.0093
0.0000
0.04
4882.65
0.0204
0.0175
0.0140
0.0093
0.06
4883.15
0.0229
0.0204
0.0175
0.0140
0.07
4883.65
0.0252
0.0229
0.0204
0.0175
0.09
4884.15
0.0272
0.0252
0.0229
0.0204
0.10
4884.65
0.0292
0.0272
0.0252
0.0229
0.10
4885.15
0.0310
0.0292
0.0272
0.0252
0.11
4885.65
0.0327
0.0310
0.0292
0.0272
0.12
4886.15
0.0343
0.0327
0.0310
0.0292
0.13
4886.65
0.0359
0.0343
0.0327
0.0310
0.13
4887.15
0.0374
0.0359
0.0343
0.0327
0.14
4887.65
0.0388
0.0374
0.0359
0.0343
0.15
4888.15
0.0402
0.0388
0.0374
0.0359
0.15
4888.65
0.0415
0.0402
0.0388
0.0374
0.16
4889.15
0.0428
0.0415
0.0402
0.0388
0.16
4889.65
0.0441
0.0428
0.0415
0.0402
0.17
4890.15
0.0453
0.0441
0.0428
0.0415
0.17
4890:65
0.0465
0.0453
0.0441
0.0428
0.18
4891.15
0.0476
0.0465
0.0453
0.0441
0.18
4891.65
0.0488
0.0476
0.0465
0.0453
0.19
4892.15
0.0499
0.0488
0.0476
0.0465
0.19
4892.65
0.0510
0.0499
0.0488
0.0476
0.20
4893.15
0.0520
0.0510
0.0499
0.0488
0.20
4893.65
0.0531
0.0520
0.0510
0.0499
0.21
4894.15
0.0541
0.0531
0.0520
0.0510
0.21
4894.65
0.0551
0.0541
0.0531
0.0520
0.21
4895.15
0.0561
0.0551
0.0541
0.0531
0.22
4895.65
0.0570
0.0561
0.0551
0.0541
0.22
4896.15
0.0580
0.0570
0.0561
0.0551
0.23
4896.65
0.0589
0.0580
0.0570
0.0561
0.23
4897.15
0.0598
0.0589
0.0580
0.0570
0.23
4897.65
0.0607
0.0598
0.0589
0.0580
0.24
4898.15
0.0616
0.0607
0.0598
0.0589
0.24
4898.65
0.0625
0.0616
0.0607
0.0598
0.24
4899.15
0.0634
0.0625
0.0616
0.0607
0.25
4899.65
0.0642
0.0634
0.0625
0.0616
0.25
4900.15
0.0651
0.0642
0.0634
0.0625
0.26
4900.65
0.0659
0.0651
0.0642
0.0634
0.26
4901.15
0.0667
0.0659
0.0651
0.0642
0.26
4901.65
0.0675
0.0667
0.0659
0.0651
0.27
4902.15
0.0683
0.0675
0.0667
0.0659
0.27
4902.65
0.0691
0.0683
0.0675
0.0667
0.27
ASCENT
GEOMATICS SOLUTIONS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page 1.5
August 2022
Clear Worksheet
REST RICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
Project: Calvary Farms 19-L Pad
Basin ID: Basin 1 Design Point 1
UDFCD:
A restrictor plate is placed over the
upper portion of an outlet pipe or
circular vertical orifice to limit the flow
at a prescribed headwater depth.
The remaining open area is then
evaluated as an equivalent
rectangular vertical orifice.
Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)
Water Surface Elevation at Design Depth
PipeNertical Orifice Entrance Invert Elevation
Required Peak Flow through Orifice at Design Depth
PipeNertical Orifice Diameter (inches)
Orifice Coefficient
Full -flow Capacity (Calculated)
Full -flow area
Half Central Angle in Radians
Full -flow capacity
Calculation of Orifice Flow Condition
Half Central Angle (0<Theta<3.1416)
Flow area
Top width of Orifice (inches)
Height from Invert of Orifice to Bottom of Plate (feet)
Elevation of Bottom of Plate
Resultant Peak Flow Through Orifice at Design Depth
El ev: WS =
Elev: Invert =
Q=
Dia =
Co =
Af =
Theta =
Qf =
Percent of Design Flow =
Theta =
To =
Yo =
Elev Plate Bottom Edge =
Q0=
#1
Ve
Orifice
rti
ca l
#2 Vertical
Orifice
4,884.00
4,880.50
3.45
12.0
0.61
0.79
I 3.14
i
6.7
193%
1.57
0.39
12.00
0.50
4,881.00
3.5
feet
feet
cfs
inches
sgft
rad
cfs
rad
sgft
inches
feet
feet
cfs
ASCENT
6EOMAlICS SOLUTIONS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page 1.6
August 2022
Outlet Pipe M
r.i
mu
Capacity
n
0.013
Ma
ng Roughness Coe fi ci ent
'refer
D
, 12th
Isi &
s
long
Area
A
-e L:'5 ≥
R
0050
ft
Hydraulic
adi
us (full
flow}
Q
' 4.21.th
Maximum
Outlet Pipe Maximorrr
Protection a Drilling Phase
IQ
Design
V
schar
a
3.5
ftA3/
Al owab. ells Deity
a
iii
' attiltittis
u
r
b er Barrels
1
Li
12 in
Pipe inside
L: iar peter
(ir i)
.,fit.
ID
' frtH
Pipe Inside
Diameter
Fronde
Parameter
1D1'"
149
i FL
airrui
3049
tI
Tam
%eater
Depth
lit
known)
Calculated
Tail ester Depth ( f unknown)
a
Yt
L 0a40
ft
' ,' "
• I`®
Tail ester
Depth
1 treprth of rfater
: 14.2ta n e
i
: as
I
Expansion Flo'
Ares of flow
At
'
' ._ �.2 - r7
FriprapDesign
I
L
Type
' Ds.o
9M
Hp
18
is
Depth al Protection
LEI
Tit
Length of Protection
Width kith .c@" Protection
3ft
I
OK
OK
ASCENT
6EOMAlICS SOL1IUOWS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page 1.7
August 2022
Clear Worksheet
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Calvary Farms 19-L Pad
Basin ID: Basin 2 Design Point 4
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
Determination of MINOR Detention Volume Using Modified FAA Method
Determination of MAJOR Detention Volume Using Modified FAA Method
Design
Information
(Input):
Design Information
(Input):,
Catchment Drainage Imperviousness la = 39.00 percent
Catchment Drainage Imperviousness la =
39.00
percent
Catchment Drainage Area A =
5.100
acres
Catchment Drainage Area A = 5.100 acres
Predevelopment NRCS Soil Group Type = C Al B, C, or D
Predevelopment NRCS Soil Group Type =
C
A, B, C, or D
Return Period for Detention Control T =
10
years (2, 5, 10, 25, 50, or 100)
Return Period for Detention Control T =
100
years (2, 5, 10, 25, 50, or 100)
Time of Concentration of Watershed
Calculate Tc
Tc =
28
minutes
Time of Concentration of Watershed Tc = 28 minutes
Allowable Unit Release Rate Use Default q
I
q =
,
0.57
cfs/acre
Allowable Unit Release Rate
Use Default q
I q =
0.57
cfs/acre
One -hour Precipitation Pi =
2.73
inches
One -hour Precipitation
Pi =
1.43
inches
Design Rainfall IDF Formula i = Ci* Pi/(C2+Tc)^C3
Use this side of the
Design Rainfall IDF Formula i = Ci* Pi/(C2+Tc)^C3
Coefficient One Ci = 28.50
Use this side of the
worksheet for the MAJOR
Coefficient One
Use Denver
Ci =
28.50
worksheet for the MINOR
Coefficient Two C2 = 10
(e.g. 25 -year, 50 -year, or
Coefficient Two
Area Default
C2 =
10
(e.g. 2 -year, 5 -year, or 10-
Coefficient Three
Values
C3 =
0.786
year) storage volume.
Coefficient Three C3 = 0.786
100 -year) storage volume
Determination
of Average
Outflow from the Basin
(Calculated):
1
Runoff Coefficient C = 0.41
Inflow Peak Runoff Qp-in = 4.91 cfs
Allowable Peak Outflow Rate Qp-out = 2.90 cfs
Mod. FAA Minor Storage
Volume = 3,584 cubic feet
Mod. FAA Minor Storage Volume = 0.082 acre -ft
1
<- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5 -Minutes)
Rainfall
Duration
minutes
(input)
Rainfall
Intensity
inches / hr
(output)
Inflow
Volume
acre-feet
(output)
Adjustment
Factor
"m"
(output)
Average
Outflow
cfs
(output)
Outflow
Volume
acre-feet
(output)
Storage
Volume
acre-feet
(output)
1
6.19
0.018
1.00
2.90
0.004
0.014
2
5.78
0.033
1.00
2.90
0:008
0.025
3
5.43
0.047
1.00
2.90
0.012
0.035
4
5.12
0.059
1.00
2.90
0.016
0.043
5
4.85
0.070
1.00
2.90
0.020
0.050
6
4.61
0.080
1.00
2.90
0.024
0.056
7
4.40
0.089
1.00
2.90
0.028
0.061
8
4.20
0.097
1.00
2.90
0.032
0.065
9
4.03
0.104
1.00
2.90
0:036
0.068
10
3.87
0.111
1.00
2.90
0.040
0.072
11
3.72
0.118
1.00
2.90
0.044
0.074
12
3.59
0.124
1.00
2.90
0.048
0.076
13
3.47
0.130
1.00
2.90
0.052
0.078
14
3.35
0.135
1.00
2.90
0.056
0.079
15
3.25
0.140
1.00
2.90
0.060
0.080
16
3.15
0145
1.00
2.90
0:064
0.081
17
3.06
0.150
1.00
2.90
0.068
0.082
18
2.97
0.154
1.00
2.90
0.072
0.082
19
2.89
0.158
1.00
2.90
0.076
0.082
20
2.81
0.162
1.00
2.90
0.080
0.082
21
2.74
0.166
1.00
2.90
0.084
0.082
22
2.67
0.169
1.00
2.90
0.088
0.082
23
2.61
0173
1.00
2.90
0:092
0.081
24
2.55
0.176
1.00
2.90
0.096
0.080
25
2.49
0.179
1.00
2.90
0.100
0.080
26
2.44
0.183
1.00
2.90
0.104
0.079
27
2.39
0.186
1.00
2.90
0.108
0.078
28
2.34
0.188
0.99
2.88
0.111
0.077
29
2.29
0.191
0.98
2.83
0.113
0.078
30
2.24
0.194
0.96
2.79
0.115
0.079
31
2.20
0.196
0.95
2.74
0.117
0.079
32
2.16
0.199
0.93
2/0
0.119
0.080
33 2.12
0.201
0.92
2.66
0.121
0.080
34 2.08
0.204
0.91
2.63
0.123
0.081
35 2.05
0.206
0.90.
2.60
0125
0.081
36 2.01
0.208
0.88
2.56
0.127
0.081
37 1.98
0.211
0.87
2.53
0.129
0.082
38 1.94
0.213
0.86
2.50
0.131
0.082
39 1.91
0.215
0.86
2.48
0.133
0.082
40 1.88
41 1.85
0.217
0.85
2.45
0.135
0.082
0.219
0.84
2.43
0.137
0.082
42 1.83
0:221
0.83
2.40
0139
0.082
43 1.80
0.223
0.82
2.38
0.141
0.082
44 1.77
0.225
0.81
2.3.6
0.143
0.082
45 1.75
0.226
0.81
Z34
0.145
0.081
46 1.72
0.228
0.80
2.32
0.147
0.081
47 1.70
0.230
0.79
2.30
0.149
0.081
48 1.68
0.232
0.79
2.28
0.151
0.081
49 1.65
0.233
0.78
2.27
0.153
0.080
50 1.63
0.235
018
2.25
0.155
0.080
51 1.61
0.237
0.77
2.24
0.157
0.080
52 1.59
0.238
0.77
2.22
0.159
0.079
53 1.57
0.240
0.76
2.21
0.161
0.079
54 1.55
0.241
0.76
2.19
0.163
0.078
55 1.53
0.243
0.75
2.18
0.165
0.078
56 1.51
0:244
0.75
2.17
0167
0.077
57 1.50
0.246
014
2.15
0.169
0.077
58 1.48
0.247
0.74
2.14
0.171
0.076
59 1.46
0.248
0.73
2.13
0.173
0.075
60 1.45
0.250
0.73
2.12
0.175
0.075
61 1.43
0.251
0.73
2.11
0.177
0.074
Determination
of Average Outflow from the
Basin (Calculated):
Runoff Coefficient C =
Inflow Peak Runoff Qp-in =
Allowable Peak Outflow Rate Qp-out =
Mod. FAA Major Storage Volume =
Mod. FAA Major Storage Volume =
I
0.58
cfs
cfs
cubic feet
acre -ft
Recalculate
Results
13.27
2.90
21,830
0.501
Rainfall
Duration
minutes
(input)
Rainfall
Intensity
inches / hr
(output)
Inflow
Volume
acre-feet
(output)
Adjustment
Factor
"m"
(output)
Average
Outflow
cfs
(output)
Outflow
Volume
acre-feet
(output)
Storage
Volume
acre-feet
(output)
1
11.82
0.048
1.00
2.90
0.004
0.044
2
11:03
0.090
1.00
2.90
0.008
0.082
3
10.36
0.127
1.00
2.90
0.012
0.115
4
9.78
0.159
1.00
2.90
0.016
0.143
5
9.26
0.189
1.00
2.90
0.020
0.169
6
8.80
0.215
1.00
2.90
0.024
0.191
7
8.39
0.239
1.00
2.90
0.028
0.211
8
8.02
0.262
1.00
2.90
0.032
0.230
9
7.69
0.282
1.00
2.90
0.036
0.246
10
7.39
0.301
1.00
2.90
0.040
0.261
11
7.11
0.319
1.00
2.90
0.044
0.275
12
6.85
0.335
1.00
2.90
0.048
0.287
13
6.62
0.351
1.00
2.90
0.052
0.299
14
6.40
0.365
1.00
2.90
0.056
0.309
15
6.20
0.379
1.00
2.90
0.060
0.319
16
6.01
0.392
1.00
2.90
0.064
0.328
17
5.83.
0.404
1.00
2.90
0.068
0.336
18
5.67
0.416
1.00
2.90
0.072
0.344
19
5.52
0.427
1.00
2.90
0.076
0.351
20
5.37
0.438
1.00
2.90
0.080
0.358
21
5.23
0.448
1.00
2.90
0.084
0.364
22
5.10
0.458
1.00
2.90
0.088
0.370
23
4.98
0.467
1.00
2.90
0.092
0.375
24
4.87
0.476
1.00
2.90
0.096
0.380
25
4.76
0.485
1.00
2.90
0.100
0.385
26
4.65
0.493
1.00
2.90
0.104
0.389
27
4.55
0.501
1.00
2.90
0.108
0.393
28
4.46
0.509
0.99
2.88
0.111
0.398
29
4.37
0.516
0.98
2.83
0.113
0.403
30
4.28
0.524
0.96
2.79
0.115
0.408
31
4.20
0.531
0.95
2.74
0.117
0.413
32
4.12
0.537
0.93
2.70
0.119
0.418
33
4.05
0.544
0.92
2.66
0.121
0.423
34
3.97
0.551
0.91
2.63
0.123
0.427
35
3.90
0.557
0.90
2.60
0.125
0.432
36
3.84
0.563
0.88
2.56
0.127
0.436
37
3.77
0.569
0.87
2.53
0.129
0.440
38
3.71
0.575
0.86
2.50
0.131
0.444
39
3.65
0.580
0.86
2.48
0.133
0.447
40
3.59
0.586
0.85
2.45
0.135
0.451
41
3.54
0.591
0.84
2.43
0.137
0.454
42
3.49
0.596
0.83
2.40
0.139
0.457
43
3.43
0.602
0.82
2.38
0.141
0.460
44
3.38
0.607
0.81
2.36
0.143
0.463
45
3.33
0.611
0.81
2.34
0.145
0.466
46
3.29
0.616
0.80
2.32
0.147
0.469
47
3.24
0.621
0.79
2.30
0.149
0.472
48
3.20
0.626
0.79
2.28
0.151
0.474
49
3.16
0.630
0.78
2.27
0.153
0.477
50
3.11
0.634
0.78
2.25
0.155
0.479
51
3.07
0.639
0.77
2.24
0.157
0.482
52
3.04
0.643
0.77
2.22
0.159
0.484
53
3.00
0.647
0.76
2.21
0.161
0.486
54
2.96
0.651
0.76
2.19
0.163
0.488
55
2.92
0.655
0.75
2.18
0.165
0.490
56
2.89
0.659
0.75
2.17
0.167
0.492
57
2.86
0.663
0.74
2.15
0.169
0.494
58
2.82
0.667
0.74
2.14
0.171
0.496
59
2.79
0.671
0.73
2.13
0.173
0.498
60
2.76
0.674
0.73
2.12
0.175
0.500
61
2.73
0.678
0.73
2.11
0.177
0.501
Mod. FAA Minor Storage Volume (cubic ft.) =
Mod. FAA Minor Storage Volume (acre -ft.) =
3,584
Mod. FAA Major Storage Volume (cubic ft.) =
0.0823 Mod. FAA Major Storage Volume (acre -ft.) =
21,830
0.5011
ASCENT
GEOMATICS SOLUTIONS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page 1.8
August 2022
Clear Worksheet
STAGE -STORAGE SIZING FOR DETENTION BASINS
Dam
A.
V
Project: Calvary Farm 19-L Pad
Basin ID: Basin 2 Design Point 4
--_-_- side Slope Z
-• II - _ -
` Side Slope
Design Information (Input):
Width of Basin Bottom, W =
Length of Basin Bottom, L =
Dam Side -slope (H:V), Zd =
Auto -Fill Water Surface Elev.
Column
Stage -Storage Relationship:
Dam
A.
V
Side Slope Z
I
ft
ft
ft/ft
L
Side Slope
Side Slope z
Check Basin Shape
Right Triangle
Isosceles Triangle
Rectangle
Circle / Ellipse
Irregular
Storage Requirement from Sheet 'Modified FAA':
Storage Requirement from Sheet 'Hydrograph':
Storage Requirement from Sheet 'Full -Spectrum':
MINOR
0.08
4 _
L
Side Slope z
r£
it
OR...
OR...
OR...
OR...
(Use Overide values in cells G32:G52)
MAJOR
0.50
acre -ft.
acre -ft.
acre -ft.
Labels
for WQCV,
& Major
Stages
(input)
Storage
Minor,
Water
Surface
Elevation
(input)
ft
Side
Slope
(H:V)
Below
(input)
ft/ft
El.
Basin
Width
Stage
(output)
ft
at
Basin
Length
Stage
(output)
ft
at
Surface
Area
Stage
(output)
ft2
at
Surface
Area
Stage
ft2
Overide
User
at
Volume
Below
Stage
(output)
ft3
Surface
Area
Stage
acres
(output)
at
Volume
Below
Stage
acre
(output)
-ft
Target
for
&
(for
WQCV,
Major
Volumes
goal
Volumes
Storage
seek)
Minor,
4881.80
13
0 1
0.000
0.000
4881.90
4.00
0.00
0.00
48
3
0.001
0.000
115
11
0.003
0.000
4882.00
4.00
0.00
0.00
4882.10
4.00
0.00
0.00
228
28
0.005
0.001
396
60
0.009
0.001
4882.20
4.00
0.00
0.00
4882.30
4.00
0.00
0.00
624
111
I 0.014
0.003
4882.40
4.00
0.00
0.00
913
188
0.021
0.004
4882.50
4.00
0.00
0.00
1,266
296
0.029
0.007
4882.60
4.00
0.00
0.00
1,684
444
0.039
0.010
4882.70
4.00
0.00
0.00
2,168
637
0.050
0.015
4882.80
4.00
0.00
0.00
2,722
881
0.062
0.020
4882.90
4.00
0.00
0.00
3,347
1,185
0.077
0.027
4883.00
4.00
0.00
0.00
4,043
1,554
0.093
0.036
4883.10
4.00
0.00
0.00
4,814
1,997
0.111
0.046
4883.20
4.00
0.00
0.00
5,639
2,520
0.129
0.058
4883.30
4.00
0.00
0.00
6,496
3,126
0.149
0.072
WQCV
4883.42
4.00
0.00
0.00
7,384
3,936
0.170
0.090
4883.50
4.00
0.00
0.00
8,305
4,590
0.191
0.105
10-Y R
4883.55
4.00
0.00
0.00
9,258
5,038
0.213
0.116
10,243
6,490
0.235
0.149
4883.70
4.00
0.00
0.00
11,261
7,565
0.259
0.174
4883.80
4.00
0.00
0.00
4883.90
4.00
0.00
0.00
12,311
8,744
0.283
0.201
4884.00
4.00
0.00
0.00
13,394
10,029
0.307
0.230
4884.10
4.00
0.00
0.00
14,509
11,424
0.333
0.262
4884.20
4.00
0.00
0.00
15,657
12,933
0.359
0.297
4884.30
4.00
0.00
0.00
16,839
14,558
0.387
0.334
4884.40
4.00
0.00
0.00
18,053
16,302
0.414
0.374
100-YR
4884.50
4.00
0.00
0.00
19,300
18,083
0.443
0.415
4884.60
4.00
0.00
0.00
20,581
20,170
0.472
0.463
4884.70
4.00
0.00
0.00
21,894
22,293
0.503
0.512
4884.80
4.00
0.00
0...00
23,242
24,550
0.534
0.564
24,622
26,943
0.565
0.619
4884.90
4.00
0.00
0.00
4885.00
4.00
0.00
0.00
26,037
29,476
0.598
0.677
27,485
32,152
0.631
0.738
4885.10
4.00
0.00
0.00
28,967
34,975
0.665
0.803
4885.20
4.00
0.00
0.00
4885.30
4.00
0.00
0.00
30,482
32,032
37,947
0.700
0.871
41,073
0.735
0.943
4885.40
4.00
0.00
0.00
4885.50
4.00
0.00
0.00
33,616
44,355
0.772
1.018
4885.60
4.00
0.00
0.00
35,234
47,798
0.809
1.097
36,887
51,404
0.847
1.180
4885.70
4.00
0.00
0.00
4885.80
4.00
0.00
0.00
38,574
55,177
0.886
1.267
ASCENT
GEOMATICS SOLUTIONS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page 1.9
August 2022
Clear Worksheet
STAGE -DISCHARGE SIZING
OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: Calvary Farms 19-L Pad
Basin ID: Basin 2 Design Point 4
WQCV Design Volume (Input): Click Here to size WQCV Perforations
Catchment Imperviousness. I=
39.0
percent
Catchment Area, A =
5.10
acres Diameter of holes, D =
0.500
inches
Depth at WQCV outlet above lowest perforation, H =
4
feet Number of holes per row, N =
1
Vertical distance between rows, h =
6.00
inches
OR
Number of rows, NL =
4.00 il
Orifice discharge coefficient, C°=
0.60
Height of slot, H =
inches
Slope of Basin Trickle Channel, S =
0.010
it /ft Width of slot, W =
inches
Time to Drain the Pond =
40
hours
0 0
0 0
0 0
Perforated
0
0 0
Watershed Design Information (Input):
Plate
Percent Soil Type A =
0
%
O
O O
0
0 0
Examples
P
o o
0 0
0 o
Percent Soil Type B=
0
%
O
O O
Percent Soil Type C/D =
100
%
�-
u
0 0
[-
Outlet Design Information (Output):
0
0 O 0
0 0 0 0
0 0
4
Water Quality Capture Volume, WQCV =
0.229
watershed inches
o
0
0
Water Quality Capture Volume (WQCV) =
0.097
acre-feet
0
O
0
Design
Volume (WQCV / 12 * Area * 1.2) Vol =
acre-feet
0 0
0 0
0 0
Outlet A0
0.28
inches
area per row, =
square
You
for
Total
opening area
at each row based on user -input above, A0 =
0.20
s ' ches
can override water
row at the bottom
quality orifice areas each
of the table below. Note that
Total
opening area
at each row based on user -input above, A0 =
0.001
square feet
your override areas
will be in square feet.
Auto -Fill Stages
To entirely block that
row, enter an area of zero.
Central Elevations of Rows of Holes
in feet
I
Flow
Row 1 Row 2 Row 3 Row 4
Row 5
Row 6 Row 7 Row 8 Row 9
Row 10
Row 11 Row 12 Row 13
Row 14 Row 15 Row 16
Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23
4881.90
4882.40
4882.90
4883.40
Collection Capacity for Each Row of Holes in cfs
4881.80
0.0000
0.0000
0.0000
0:0000
0.00
4882.30
0.0042
0.0000
0.0000
0.0000
0.00
4882.80
0.0062
0.0042
0.0000
0.0000
0.01
4883.30
0.0078
0.0062
0.0042
0.0000
0.02
4883.80
0.0090
0.0078
0.0062
0.0042
0.03
4884.30
0.0102
0.0090
0.0078
0.0062
0.03
4884.80
0.0112
0.0102
0.0090
0.0078
0.04
4885.30
0.0121
0.0112
0.0102
0.0090
0.04
4885.80
0.0130
0.0121
0.0112
0.0102
0.05
4886.30
0.0138
0.0130
0.0121
0.0112
0.05
4886.80
0.0145
0.0138
0.0130
0.0121
0.05
4887.30
0.0153
0.0145
0.0138
0.0130
0.06
4887.80
0.0159
0:0153
0.0145
0.0138
0.06
4888.30
0.0166
0.0159
0.0153
0.0145
0.06
4888.80
0.0172
0.0166
0.0159
0.0153
0.07
4889.30
0.0179
0.0172
0.0166
0.0159
0.07
4889.80
0.0185
0.0179
0.0172
0.0166
0.07
4890.30
0.0190
0.0185
0.0179
0.0172
0.07
4890.80
0.0196
0.0190
0.0185
0.0179
0.07
4891:30
0.0201
0:0196
0.0190
0.0185
0.08
4891.80
0.0207
0.0201
0.0196
0.0190
0.08
4892.30
0.0212
0.0207
0.0201
0.0196
0.08
4892.80
0.0217
0.0212
0.0207
0.0201
0.08
4893.30
0.0222
0.0217
0.0212
0.0207
0.09
4893.80
0.0226
0.0222
0.0217
0.0212
0.09
4894.30
0.0231
0.0226
0.0222
0.0217
0.09
4894.80
0.0236
0.0231
0.0226
0.0222
0.09
4895.30
0.0240
0.0236
0.0231
0.0226
0.09
4895.80
0.0245
0.0240
0.0236
0.0231
0.10
4896.30
0.0249
0.0245
0.0240
0.0236
0.10
4896.80
0.0253
0.0249
0.0245
0.0240
0.10
4897.30
0.0258
0.0253
0.0249
0.0245
0.10
4897.80
0.0262
0.0258
0.0253
0.0249
0.10
4898.30
0.0266
0.0262
0.0258
0.0253
0.10
4898.80
0.0270
0.0266
0.0262
0.0258
0.11
4899.30
0.0274
0.0270
0.0266
0.0262
0.11
4899.80
0.0278
0.0274
0.0270
0.0266
0.11
4900.30
0.0282
0.0278
0.0274
0.0270
0.11
4900.80
0.0285
0.0282
0.0278
0.0274
0.11
4901.30
0.0289
0.0285
0.0282
0.0278
0.11
4901.80
0.0293
0.0289
0.0285
0.0282
0.11
4902.30
0.0297
0.0293
0.0289
0.0285
0.12
4902.80
0.0300
0.0297
0.0293
0.0289
0.12
4903.30
0.0304
0.0300
0.0297
0.0293
0.12
ASCENT
GEOMATICS SOLUTIONS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page 110
August 2022
Clear Worksheet
REST RICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
Project: Calvary Farms 19-L Pad
Basin ID: Basin 2 Design Point 4
UDFCD:
A restrictor plate is placed over the
upper portion of an outlet pipe or
circular vertical orifice to limit the flow
at a prescribed headwater depth.
The remaining open area is then
evaluated as an equivalent
rectangular vertical orifice.
Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)
Water Surface Elevation at Design Depth
PipeNertical Orifice Entrance Invert Elevation
Required Peak Flow through Orifice at Design Depth
PipeNertical Orifice Diameter (inches)
Orifice Coefficient
Full -flow Capacity (Calculated)
Full -flow area
Half Central Angle in Radians
Full -flow capacity
Calculation of Orifice Flow Condition
Half Central Angle (0<Theta<3.1416)
Flow area
Top width of Orifice (inches)
Height from Invert of Orifice to Bottom of Plate (feet)
Elevation of Bottom of Plate
Resultant Peak Flow Through Orifice at Design Depth
Elev: WS =
Elev: Invert=
Q=
Dia =
Co =
Af=
Theta =
Qf =
Percent of Design Flow =
Theta =
A0 =
To =
Y0=
Elev Plate Bottom Edge =
Q0 _
#1
Vertical
Orifice
#2 Vertical
Orifice
4,885.00
4,881.70
2.90
12.0
0.61
0.79
3.14
6.4
222%
t46
0.34
11.93
0.45
4,882.15
2.9
feet
feet
cfs
inches
sgft
rad
cfs
rad
sgft
inches
feet
feet
cfs
ASCENT
6EOMAlICS SOLUTIONS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page 111
August 2022
PRODUCTION PHASE
Water Quality
Capture
Volume
(WQCV)
Imperviousness
I
39.00%
BMP coefficient
a
1.0
Watershed
area
A
5.10
ac
Water
Quality
Capture
Volume
WQCV
0.1772
-in
watershed
Required
storage
volume
VR
0.0753 ac -ft
3,280 ft^3
Design
Volume
VD
0.0904 ac -ft
3,936 ft^2
Spillway Weir Calculation
Discharge
Weir Coefficient
Depth of flow through weir
Side slope of weir (H:V)
Minimum Length of Weir
Q
CBCW
H
Z
13.4 cfs
3.0
6.0 in
4.0
L I 11.0 ft
ASCENT
GEOMATICS S�GLLIVIOWS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page 112
August 2022
Outlet Pipe Maximum Capacity
Manning Roughness Coefficient
n
0.013
12
in
Diameter
D
Slope
S
0.0081
Area
A
0.785 ft^2
flow)
R
0.250 ft
Hydraulic
Radius
(full
Maximum Flow Rate
Q
3.22 cfs
Outlet
Pipe Maximum
Protection - Production
Phase
Design
Discharge
Q
2.9 ft^3/s
Allowable
Velocity
V
3.0 ft/s 11
Number
of
Barrels
1
Pipe
Inside Diameter
(in)
D
12 in
Pipe
Inside
Diameter(ft)
D
1.n ft
Froude
Parameter
Q;/D2.5
2.90
Qi/D1.s
2.90
Tailwater
Depth
(If
known)
Yt
ill
Calculated
Tailwater
Depth
(If
unknown)
Yt
0.40
ft
Depth
/
of Water
YJD
0.4
Tailwater
Depth
Expansion
Factor
1/(2tan
A)
4.5
11
Area
of flow
At
1.0 ft^2
Riprap
Design
Type
iu
L
D50
9 in
Depth
of
Protection
HP
18 in
Length of Protection
LP
6ft
Width
of Protection
T
aft
OK
OK
7r --r
ASCENT
GEOMATICS S�GLLIVIOWS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page J.1
August 2022
APPENDIX J - HYDRAULIC CALCULATIONS
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
Calvary Farms 19-L Pad
Basin 1 - Design Point 2 - Channel 1 (Q1oo = 6.42cfs)
F
T
Z1
T
III
B
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
n-
B=
Z1 -
Z2
F=
Y=
0.0050
0.030
2.00
4.00
4.00
1.00
0.68
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q-
Fr
V=
A=
R-
D=
Es
Yo
Fs
6.42
0.53
1.98
3.24
7.47
7.64
0/12
0.43
0.74
0.27
0.08
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
Clear
ASCENT
GEOMATICS aflur!OMS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page J.2
August 2022
Channel
1 Outlet
Protection
Design Discharge
Q
6.4 ft^3/s
Allowable
Velocity
V
ii
3.0 ft/s
Width
of Channel
(at
H/2)
W
6.0 ft
Design
Water
Depth
1.7
ft
H
Froude
Parameter
Q/WH1.5
Q/WH° 5
0.82
Depth
(If
known)
Yt
iii
Tailwater
Calculated
Depth
(If
unknown)
Yt
0.68 ft
Tailwater
Depth
/
Depth
of Water
Yt/H
0.4
Tailwater
Expansion
Factor
1/(2tan
e)
6.6
Area
of
flow
At
2.1 ft^2
Riprap Design
ii
L
Type
D50
gin
Depth
of Protection
HP
18 in
Length of
Protection
LP
-19 ft
Width of Protection
8ft
T
Use Lp=6H 10ft
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page J.3
August 2022
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
Calvary Farms 19-L Pad
Basin 1 - Design Point 3 - Channel 2 (Qioo
4.87cfs)
F
It'
1I
X
1
1
1
1
5.'
T
Z1
}
B
Zi
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So
n
B
Z1
Z2
F
Y
0.0050
0.030
2.00
4.00
4.00
1.00
0.60
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
D=
Es
Yo
Fs
4.87
0.52
1.84
2.64
6.80
6.95
0.38
0.39
0.65
0.24
0.06
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
Clear C.
ASCENT
GEOMATICS aflur!OMS
Calvary Farms 19-L Pad: Final Drainage Report
Document FDR 01 Rev A
Page J.4
August 2022
Channel
2 Outlet
Protection
Design Discharge
0
4.9 ft"3/s
Allowable
Velocity
V
3.0 ft/s
1
Width
of Channel
(at H/2)
W
6.0 ft
Design Water
Depth
H
1.6 ft
Froude
Parameter
WWH1.5
0.40
OJWH°'5
0.64
Tailwater
Depth
(If known)
Yt
1
Calculated
Depth (If
unknown)
Yt
0.64ft
Tailwater
Tailwater
Depth /
Depth
of Water
Yt/H
0.4
Expansion
Factor
1/(2tan
0)
1
6.6
Area
of flow
At
1.6
ft"2
Riprap
Design
Type
L
D50
9in
Depth
of
Protection
Hp
18 in
Length
of Protection
LP
-23 ft
Width
of Protection
T
8ft
OK
Use Lp = GH 10 ft
OEOMATICS SOLUTIONS
RAEJANNA CHURCH
Ascent Geomatics Solutions
8620 Wolff Court
Westminster, Colorado 80031
SUBSURFACE EXPLORATION AND
GEOTECHNICAL DATA REPORT
CALVARY FARMS PAD
WELD COUNTY, COLORADO
AUGUST 2, 2022
INBERG-MILLER ENGINEERS
300 East 16th Street Suite 305
Greeley, CO 80631
(970) 373-0009
www.inberg-miller.com
INBERG-MILLER ENGINEERS
Greeley Casper Cheyenne I Douglas I Gillette Green River Riverton
August 2, 2022 22876-FX
PDF REPORT EMAILED: RCHURCH@ASCENTGEOMATICS.COM
THIS CONSTITUTES THE ORIGINAL
Raejanna Church
Ascent Geomatics Solutions
8620 Wolff Court
Westminster, Colorado 80031
RE: SUBSURFACE EXPLORATION AND GEOTECHNICAL DATA REPORT
CALVARY FARMS PAD
WELD COUNTY, COLORADO
Dear Ms. Church:
This letter transmits our Subsurface Exploration and Geotechnical Data report for the above -
referenced project. The work described in this report has been completed in accordance with our
Statement of Work dated June 20, 2022.
It has been a pleasure participating in this project. Additional services we could provide include:
• environmental assessment
• civil engineering
• plan and specification review
• surveying
• construction materials testing
• observation of excavations and
earthwork
If you have any questions or comments, please contact us at (970) 373-0009. \
Sincerely,
INBERG-MILLER ENGINEERS
L
Rami Ksaibati, P.E., M.S.
Office Manager/Geotechnical Engineer
REVIEWED BY
Derek Baker, P.E.,P.G.
Vice President/Geotechnical Engineer
RAK:DJB:bjs\\EgnyteDrive\Projects\22876-FX ASCENT GEOMATICS SOLUTIONS Calvary Farms
Pad\Geotech\22876-FX Calvary Farms Pad Subsurface Data Report.docx
Enclosures as stated
O
Civil I Geotechnical 0 Environmental I Materials Testing I Surveying I Drilling
Scan the QR Code using your mobile device to learn more about our services. r�' . 3
exit .
O
O
Calvary Farms Pad/ Ascent Geomatics Solutions 22876-FX
TABLE OF CONTENTS
1.0 INTRODUCTION......OOOOOOOOOOOO.......................................................®.a.®...®.......................... 1
1.1 PURPOSE AND SCOPE OF SERVICE 1
2.0 CONDITIONS 000060000....006.6.....00000.....00060000....006.6.....00000....000060000....006.6.....00000.....6006006.....006. 1
2.1 SITE DESCRIPTION
2.2 FIELD EXPLORATION 1
2.3 LABORATORY TESTING PROGRAM 2
2.4 SOIL/ROCK CONDITIONS 2
2.5 GROUNDWATER CONDITIONS 2
2.6 SITE DRAINAGE 3
2.7 CONSTRUCTION CONSIDERATIONS 3
3.0
4.0
5.0
TECHNICALDATA..........................................................................................................
STANDARD REPORT INFORMATION ...........6006000.6006006.6006006.6006006.6006000.6006006.6006006......... 4
CL O S U R E 6 0 0 6 .... 6 0 0 6 0 0 6 .... 6 0 0 6. 6 0 ... 0 0 0 6 0 0 6 .... 6 0 0 6 0 0 6. 6 0 0 6 0 0 6. 6 0 0 0 0 0 0 0 6 0 0 6 0 0 6. 6 0 0 6 0 0 6. 6 0 0 6 0 0 6. 6 0 0 0 0 0 0 0 6 0 0 6 0 0 6. 6 0 0 6 0 0 6. 6 0 0 6 0 0 6. 4
APPENDICES
Appendix A - FIELD EXPLORATION
Sample and Data Collection Information
Site and Exploration Location Map
Test Boring Logs
Appendix B - LABORATORY TESTING
Laboratory Testing Program
Laboratory Test Reports
Appendix C - TERMINOLOGY, CONVENTIONS AND REPORT INFORMATION
Glossary
General Notes
Classification of Soils for Engineering Purposes
Important Information about your Geotechnical Data Report
4
INBERG-MILLER ENGINEERS
ii August 2, 2022
Calvary Farms Pad/ Ascent Geomatics Solutions 22876-FX
1.0 INTRODUCTION
1.1 PURPOSE AND SCOPE OF SERVICE
Inberg-Miller Engineers was requested by Ascent Geomatic Solutions to perform a subsurface
exploration and prepare this geotechnical data report for the purpose obtaining subsurface
soil and groundwater information for construction of the proposed new Calvary Farms Pad.
Details regarding permanent or temporary structures and utility of the pad were not provided
to Inberg-Miller Engineers. Geotechnical engineering analyses and recommendations were
not requested and are not part of our scope of services. Our specific scope of service is
described by our Statement of Work dated June 20, 2022.
2.0 CONDITIONS
2.1 SITE DESCRIPTION
The proposed new pad is located approximately 1/2 mile south of the intersection of County
Road 39 and County Road 80 in Weld County, Colorado. The overall ground surface of the site
slopes down gently towards the west. The site is bordered by an existing pad on the south
side and undeveloped plowed agricultural fields on the other sides. A reservoir is located
within 150 feet northwest of the proposed pad. The ground surface is covered by light growth
of native grasses and plowed soil.
2.2 FIELD EXPLORATION
The fieldwork was performed using a CME B-55 truck -mounted drilling rig at the site on June
25, 2022. A total of 2 test borings were advanced to depths approximately 15 feet below
ground surface (bgs). Drilling was performed using Solid -Stem Auger
Drilling and field sampling were performed according to the following standard specifications:
a) "Standard Practice for Soil Investigation and Sampling by Auger Borings,"ASTM D1452.
b) Sampling with a 2 -inch O.D., split -barrel (split -spoon) sampler per ASTM D1586,
"Penetration Test and Split -Barrel Sampling of Soils." Standard penetration test blow
counts were obtained by driving a 2.0 -inch -diameter split -spoon sampler into the soil
using an automatic hammer that drops a 140 -pound hammer a distance of 30 inches.
The SPT N -value is the blow count for 12 inches of sampler penetration. N -values are
correlated to soil relative density, hardness, strength and a variety of other
parameters.
c) Sampling with a 2.41 -inch I.D., split -barrel Dames and Moore sampler per ASTM D3550
"Standard Practice for Thick Wall, Ring -Lined, Split Barrel, Drive Sampling of Soils".
Sampling was performed using an automatic hammer as described above. N -value
shown on the test boring logs is the blow count for 12 inches of sampler penetration.
SPT N -value is generally correlated to equal roughly 60% of the Ring -Lined Sampler N -
value.
INBERG-MILLER ENGINEERS
1 August 2, 2022
Calvary Farms Pad/ Ascent Geomatics Solutions 22876-FX
The soil samples were field classified by a geotechnical engineer visually in accordance with
ASTM D2487, sealed in containers to prevent loss of moisture, and returned to our laboratory.
They were then reviewed by the geotechnical engineer to assign appropriate laboratory
testing prior to the preparation of this report. A field log was prepared for each boring during
drilling.
LABORATORY TESTING PROGRAM
As requested, the following laboratory soil tests were performed:
1. Moisture Content (ASTM D2216)
2. In -Situ Density (ASTM D2937)
3. Sieve Analysis (ASTM D422)
4. Atterberg Limits (ASTM D4318)
5. Moisture -Density Relationship (ASTM D698)
TESTS
12
2
3
3
1
The sieve analyses and moisture -density relationship test results are presented graphically in
Appendix B. A final log for each boring was prepared containing the work method, samples
recovered, and a description of soils encountered. All other test results are arrayed on the
final logs in Appendix A.
2.4 SOIL/ROCK CONDITIONS
A summary of soil conditions that were encountered and recorded on the logs is provided
below. For a more detailed description of conditions refer to the test boring logs and drilling
plan presented in Appendix A.
Soil classification laboratory test results indicate a USDA hydrological soil classification of Soil
Group C was encountered at our test boring locations. Permeability testing would be required
to confirm this soil group is correct.
USCS Classification
Density/Consistency
Boring Occurrence
Vertical Limits Below
Ground Surface
TOPSOIL:
Clayey SAND
Silty Sand
and Clayey
SAND
CLAY Interbedded
Shale and
Sandstone
SC
SC, SM
CL
N/A
Loose to
Medium Dense
Loose to
Medium
Dense
Firm to Very
Stiff
Weathered
to Hard
All
All
All
B-1
12" to 14" from
ground surface
See Logs
1'to 10'
Varies, See
Logs
71/z' to 16W
Varies, See
Logs
15' to 161/2'
2.5 GROUNDWATER CONDITIONS
A summary of groundwater observations and measurements that were made during the
subsurface exploration are provided below. Additional details are documented on the test
boring logs presented in Appendix A.
INBERG-MILLER ENGINEERS
2 August 2, 2022
Calvary Farms Pad/ Ascent Geomatics Solutions
22876-FX
Boring Groundwater Depth bgs
No. Measured During Drilling
B-1
B-2
Groundwater Depth bgs
Measured After Drilling Date
71/2 feet
6 feet 6/25/2022
71/2 feet
7 feet 6/25/2022
Groundwater conditions could change with seasonal or long-term changes in climatic
conditions and post -construction changes in irrigation and surface water runoff. Generally,
developed sites have a significantly greater volume of water available to percolate into the
ground due to irrigation and storm water runoff from hard surfaces. Localized, perched
groundwater tables may develop above clay layers or bedrock, or within the foundation
backfill zone.
SITE DRAINAGE
Consistent with the International Building Code (IBC), the ground surface adjacent to
structures should be sloped a minimum of 5% away from foundations within 10 feet of the
structure. If the slope adjacent to the structure is paved with asphalt or concrete, the slope
can be reduced by 2%. Slope the ground surface beyond 10 feet of the structure at least 2%
away to pavement, ditch, or other positive drainage system. Negative drainage and improper
management of near -surface water by not providing an effective grading and drainage design,
can result in moisture entering structure subgrade soils. Sources of near surface water may
include pressurized irrigation and water supply lines, rainwater, snowmelt, and roof drains.
Downspouts and roof drains should discharge at least 5 feet away from the structure when
the ground surface beneath such drains is not protected by exterior slabs or paving.
Landscape irrigation within 10 feet of the structure perimeter should be minimized or
eliminated where positive drainage away from the structure cannot be assured. Backfill
against the footings and exterior walls and in utility trenches should be well compacted to
reduce the potential for moisture infiltration.
2.7 CONSTRUCTION CONSIDERATIONS
Excavations should be sloped, benched, shored, or made safe for entry by use of trench boxes
as required by the standards of 29 CFR Part 1926. The contractor is solely responsible for
designing and constructing stable excavations. Furthermore, the contractor's "responsible
person" should continuously evaluate the soil exposed in the excavations, the geometry of the
excavation slopes, and the protective equipment and procedures employed by his forces. For
the sole purpose of project planning, we recommend that silty and clayey sand be considered
an OSHA Type C soil with a corresponding Maximum Allowable Slope of 1 1H:1V. Excavations,
including utility trenches, extending to depths of greater than 20 feet are required to have side
slopes, trench boxes, or shoring designed by a professional engineer.
Exterior slabs and foundations are subject to frost heave due to formation of ice lenses in
underlying frost susceptible soils. The frost line depth according to the Weld County Design
Criteria is 30 inches.
INBERG-MILLER ENGINEERS
3 August 2, 2022
Calvary Farms Pad/ Ascent Geomatics Solutions 22876-FX
Laboratory test results of average in -situ density when compared with the maximum dry
density test result indicate a shrinkage of approximately 5% to 10% will occur from in -situ to
post -compaction conditions. The actual shrinkage could vary significantly depending on actual
post -compaction density achieved.
For estimating purposes, the Federal Highway Administration recommends assuming dry
sand, similar to soils encountered at the site, will expand approximately 11% from in -situ
density to loose density for transport or stockpiles.
3.0 TECHNICAL DATA
Our Sample and Data Collection Information, Drilling Plan, and Test Boring Logs are included
in Appendix A.
4.0 STANDARD REPORT INFORMATION
Our Field and Laboratory Testing Program and Testing Data (laboratory reports) are included
in Appendix B.
Our Standard Report Information, including Terms and Definitions, Limitations, and
Comments Form are included in Appendix C.
5.0 CLOSURE
This report has been prepared for the exclusive use of our client, Ascent Geomatics Solutions,
for evaluation of the site, design, and construction planning purposes of the described project.
All information referenced in the Table of Contents, as well as any future written documents
that address comments or questions regarding this report, constitute the "entire report."
Inberg-Miller Engineers' conclusions, opinions, and recommendations are based on the entire
report. This report may contain insufficient information for applications other than those
herein described. Our scope of services was specifically designed for and limited to the specific
purpose of providing geotechnical recommendations for the design of the proposed Calvary
Farms Pad project. Consequently, this report may contain insufficient information for
applications other than those herein described.
The readers of this geotechnical data report should realize that subsurface variations and
anomalies can and will exist across the site and between the test borings. The readers should
also realize that site conditions will change due to the modifying effects of seasonal, climatic
and construction conditions.
We appreciate participating in your project. We can offer services under a separate contract
to provide environmental engineering services, review final plans and specifications, field and
laboratory construction materials testing, and observe excavations, as may be required.
Please call us at (970) 373-0009 if you have any questions regarding this report.
INBERG-MILLER ENGINEERS
4 August 2, 2022
Appendix A
SAMPLE AND DATA COLLECTION INFORMATION
Field -sampling techniques were employed in this exploration to obtain the data presented in the
Final Logs and Report generally in accordance with ASTM D420, D1452, D1586 (where applicable),
and D1587 (where applicable).
The drilling method utilized in most test borings is a dry -process, machine rotary auger type that
advances hollow steel pipe surrounded by attached steel auger flights in 5 -foot lengths. This method
creates a continuously cased test hole that prevents the boring from caving in above each level of
substrata to be tested. Sampling tools were lowered inside the hollow shaft for testing in the
undisturbed soils below the lead auger. In some test borings, as appropriate to advance to the
desired depth, air or wash rotary drilling methods were utilized. Air or wash rotary drilling methods
allow for the extraction of rock core samples.
Samples were brought to the surface, examined by an IME field representative, and sealed in
containers (or sealed in the tubes) to prevent a significant loss of moisture. They were returned to
our laboratory for final classification per ASTM D2487 methods. Some samples were subjected to
field or laboratory tests as described in the text of this report.
Groundwater observations were made in the open drill holes by IME field personnel at the times
and dates stated on the Final Logs. Recorded groundwater levels may not reflect equilibrium
groundwater conditions due to relatively low permeability of some soils. It must also be noted that
fluctuations may occur in the groundwater level due to variations in precipitation, temperature,
nearby site improvements, nearby drainage features, underdrainage, wells, severity of winter frosts,
overburden weights, and the permeability of the subsoil. Because variations may be expected, final
designs and construction planning should allow for the need to temporarily or permanently dewater
excavations or subsoil.
A Final Log of each test pit or boring was prepared by IME. Each Final Log contains IME's
interpretation of field conditions or changes in substrata between recovered samples based on the
field data received, along with the laboratory test data obtained following the field work or on
subsequent site observations. The final logs were prepared by assembling and analyzing field and
laboratory data. Therefore, the Final Logs contain both factual and interpretive information. IME's
opinions are based on the Final Logs.
The Final Logs list boring methods, sampling methods, approximate depths sampled, amounts of
recovery in sampling tools (where applicable), indications of the presence of subsoil types, and
groundwater observations and measurements. Results of some laboratory tests are arrayed on the
Final Logs at the appropriate depths below grade. The horizontal lines on the Final Logs designate
the interface between successive layers (strata) and represent approximate boundaries. The
transition between strata may be gradual.
We caution that the Final Logs alone do not constitute the report, and as such they should not be
excerpted from the other appendix exhibits or from any of the written text. Without the written
report, it is possible to misinterpret the meaning of the information reported on the Final Logs. If the
report is
INBERG-MILLER ENGINEERS
reproduced for reference purposes, the entire numbered report and appendix exhibits should be
bound together as a separate document, or as a section of a specification booklet, including all
drawings, maps, etc.
Pocket penetration tests taken in the field, or on samples examined in the laboratory are listed on
the Final Logs in a column marked "qp." These tests were performed only to approximate
unconfined strength and consistency when making comparisons between successive layers of
cohesive soil. It is not recommended that the listed values be used to determine allowable bearing
capacities. Bearing capacities of soil is determined by IME using test methods as described in the
text of the report.
INBERG-MILLER ENGINEERS
Ascent Geomatics Solutions - Calvary Farms Pad
22876-FX
40.561111°
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Source: Esri, DigitalGlobe. GeoEye. Earthstar Geographies, CNES/Airbus DS. USDA. USGS. AeroGRID. IGN, and the GIS User Community
INBERG-MILLER ENGINEERS
Date: 8/1/2022
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Page 1
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,c.s
I Project: Calvary
Farms Pad Job
No.:
22876-FX
0,,,„/r
\
i
Location: Weld
County,
Colorado
Client:
Ascent
Geomatics
Solutions
/raUr.
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-104.69837°
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'
DESCRIPTION
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OTHER
TESTS
(v" r
'
��/t - -, /'
Surface
Elevation
(Ft): ;' ''�
Ft
/ % j ,�' ;` ,' ,' AND
NOTES
r
0
TOPSOIL:
Brown,
Clayey
12
INCHES
SAND,
Moist,
with
roots,'
0
0 50 100
0
53
47
0 20 40
60
Dry
LL=NP
PL
P1=NP
=
Density
NP
= 104.9
pct
11
8
8
15
N-
Medium
SAND
Dense,
Moist,
Gray, Silty
T5
.,;
:~
/\
21
32
IC
A
21
22
/
\
Firm
CLAY,
-
to Very
with
becomes
ferrous
dark
Stiff,
gray
Moist,
stains
Gray,
15.0
r
/
10
V
r
M
\
13
o
25
15
Weathered
Sandstone
Gray, Interbedded
to Hard,
Moist,
Shale
Brown\1(and
and
16.5
50/3"
20
Remarks:
Date
Date
Termination
Crew:
Rig:
Method:
Benchmark/Datum
Begun:
Completed:
Depth
6/25/22
6/25/22
(ft): 16.5
TJM,
Solid
(Ft):
CME-55
JP
-Stem
Auger
SAMPLE
TYPES WATER
LEVEL
OBSERVATIONS
X
Standard
Y While
Penetration Test
Drilling
(ft) 7.5
e End
of
Drilling(ft)
6
Drive Sampler,
2.41-I.D.
Depth
to Cave In
(Ft): 7
0
c9
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C3
x
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N-
co
cr
N
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0
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w
0
m
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w
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BORING
B-2 Page 1
of
1
,G.GGemiLLER
I Project: Calvary
Farms
Pad Job
No.:
22876-FX
\
i
Location: Weld
County,
Colorado
Client:
Ascent
Geomatics
Solutions
„/raUr.
R��o��'° 40.56075°,
-104.69756°
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DESCRIPTION
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��Z' ,j �- ;1�
Jcz o PL LL
C3 0° ��
OTHER
TESTS
(v" r`
'
��/t - -, /'
Surface
Elevation
(Ft): ;' �''�
Ft
/ % j ,�' ;` ,' ,' AND
NOTES
r
0
TOPSOIL:
Brown,
Clayey
14
INCHES
SAND,
Moist,
with
roots
1.2
0
50 100
1
1
52
5
46
94
0 20 40
60
SC
LL=
PL=13
P1=
Dry
CL
LL=
PL=
P1=
23
10
Density
41
13
28
= 101.6
pcf
7
8
11
A
.N
- ,.; .
Loose to
Brown, Clayey
Medium
SAND
Dense,
Moist,
10.0
.
°+
/
14
)(\/
26
22
27
V
10
l
1
Firm
Gray,
-
to
CLAY,
becomes
Very Stiff,
with
sandy
ferrous
and
Moist,
gray
Dark
stains
16.5
%
12
`'
x
A
21
15
/I
23
20
II
Remarks:
Date
Date
Termination
Crew:
Rig:
Method:
Benchmark/Datum
Begun:
Completed:
Depth
6/25/22
6/25/22
(ft): 16.5
TJM,
Solid
(Ft):
CME-55
JP
-Stem
Auger
SAMPLE
TYPES WATER
LEVEL
OBSERVATIONS
X
Standard
Y While
Penetration Test
Drilling
(ft) 7.5
e End
of
Drilling(ft)
7
Drive Sampler,
2.41-I.D.
Depth
to Cave In
(Ft): 8
Appendix B
LABORATORY TESTING
PROGRAM
Soil samples were transported to our laboratory where they were subject to further evaluation, which
may include visual classification according to ASTM D2488 or other analysis to determine certain
engineering properties. Tests were performed in accordance with the test methods listed below.
Laboratory Test
Moisture Content
Liquid Limit, Plastic Limit and Plasticity Index
Sieve Analysis
Sieve Analysis with Hydrometer
Sieve Analysis (200 Sieve only)
Water Soluble Sulfate
Unconfined Compressive Strength
Moisture -Density Relationship (Standard Proctor)
Moisture -Density Relationship (Modified Proctor)
California Bearing Ratio (CBR)
Hydraulic Conductivity
Minimum Resistivity
pH
Tube Density
Direct Shear
Consolidation -Swell
Test Method
ASTM D2216
ASTM D4318
ASTM C117
ASTM D422
ASTM D1140
Comparative
ASTM D2166
ASTM D698
ASTM D1557
ASTM D1883
ASTM D5084
AASHTO T288
AASHTO T288
ASTM D2937
ASTM D3080
ASTM D2435
Test results that are not displayed on the test boring logs are presented in Appendix B of this report.
INBERG-MILLER ENGINEERS
Moisture -Density Analysis
lnberg-Miller Engineers
350 Parsley Boulevard
Cheyenne, WY 82007
Ph: (307) 635-6827
Fax: (307) 856-3851
cheyenne@inberg-miller.com
CeeeMfity sa Yeer44_
1971 - 2021
Client: Ascent Geomatics Solutions
Address: 8620 Wolff Court
Westminster, CO 80031
Attention: Raejanna Church
IME Project No: 22876-FX
Project Name: Calvary Farms
Project Location: Weld County, Colorado
Sample Location/ID:
IME Sample No: 22876-01
Sampled By: TJM & JP
Sample Date: 6/25/2022
Date Received in Lab: 6/25/2022
Type of Material: Native
Source: Test Boring B-1 and 2 auger cuttings
Sample Description: Brown, f/m, clayey -sand
ASTM Method: D698 - A
Tested By: EBR
Test Date: 7/6/2022
140
130
-
-
Lines of 100% Saturation
Gs=2.6
Gs=2.7
Gs=2.8
Ak,Ji20
®
110
100
90
0%
5% 10%
15%
Moisture Content
20% 25%
OPTIMUM MOISTURE CONTENT (%)
MAXIMUM DRY DENSITY (PCF)
14.8
110.8
US_GRAIN_SIZE 22876-FX GINT.GPJ US_LAB GDT 811122
U.S. SIEVE OPENING IN INCHES I
6 4 3 2 1.5 1 4 1 /2 3 8
....
U.S.
3 6 $10 1416
-
SIEVE NUMBERS
20 30 40 50 60 100 140
I
200
HYDROMETER
__
100
.
ro:
95
:
�,
90
85
PERCENT FINE
.,
100
10
GRAIN
SIZE
1
IN
MILLIMETERS
0.1
0.01
0.001
GRAVEL
SAND
COBBLES
coarse
fine
coarse
medium
fine
SILT
OR CLAY
Specimen
Identification
Classification
LL
PL
PI
Cc
Cu
e
B-1
5.0
B-2
2.5
CLAYEY
SAND(SC)
23
13
10
o
®
B-2
10.0
LEAN
CLAY(CL)
41
13
28
Specimen
Identification
D100
D60
D30
D10
%Gravel
%Sand
%Silt
%Clay
e
B-1
5.0
4.75
0.102
0.0
53.0
47.0
B-2 2.5
19
0.099
1.4
52.4
46.3
o
®
B-2 10.0
9.5
0.7
5.4
94.0
PROJECT:
JOB
CLIENT:.
TEST
NO.:
METHOD:
Ascent
22876-FX
Calvary
Geomatics
ASTM
Farms
D422
Pad
Solutions
PARTICLE
SIZEANALYSES
INBERG-MILLER ENGINEERS
Appendix C
GLOSSARY
Definition of certain words, terms or phrases that are used in this report are provided below, to
help the reader to interpret the intent of lnberg Miller Engineers. These definitions:
1. May differ from other published versions
2. Have not been vetted by any organization outside of Inberg-Miller Engineers
3. May not present a complete understanding of the term
The reader is encouraged to seek additional interpretation of important terms and consult with
lnberg- Miller Engineers as necessary where discrepancies may be discovered, or a definition has
not been provided.
Active Lateral Soil Pressure - Horizontal pressure applied by soil to a wall that sufficiently yields or rotates about its
base to allow the full soil shear strength to be mobilized
Allowable End Bearing Pressure - Recommended maximum pressure on soil or rock expressed as load per unit
area that can be applied across the full bottom bearing surface of a pier or pile deep foundation within a given
settlement tolerance
Allowable Skin Friction - Recommended maximum frictional resistance of soil or rock as load per unit area that can
be applied over the vertical side surface of a pier or pile deep foundation within a given settlement tolerance.
Alluvium - Soil that has been transported and deposited in a moving water environment
At -Rest Lateral Soil Pressure - Horizontal pressure applied by soil to a wall or the vertical face of a structure that is
restrained from movement and soil is not allowed to deform
Backfill - Soil that is used to replace some or all of soil that was excavated, and is usually subject to material
specifications and density requirements
Base - Either 1: the bottom surface of a structure or excavation, or 2: soil or aggregate that is placed immediately
below a structure or pavement
Bearing Elevation - A subsurface level where the base of foundations rest and transmit applied load to the soil or
rock
Bearing Stratum - A specific soil layer defined by soil description and depth below ground surface, or elevation, to
which foundations transmit applied load
Claystone - Consolidated sedimentary bedrock comprised chiefly of clay sized particles
Collapse - Loss of inter -particle soil friction, usually as a result of the effects of excessive moisture or water, and
often leading to large subsidence or settlement of supported structures
Colluvium - Soil that has accumulated as a result of gravitional transport, commonly found near the base of slopes
Compaction/Compacted - Process or the result of a process where soil density is increased, soil voids are
decreased, and usually resulting in an increased strength and reduced settlement potential
INBERG-MILLER ENGINEERS 1
Compressibility - Relative term applied to soil or soil layer to describe how much it may yield to expected applied
load or pressure
Conglomerate - A mixture of clay through gravel -size particles, commonly cemented with calcium carbonate
Consistency - Term applied to cohesive soils to describe relative stiffness, often defined by either ASTM D1586
Standard Test Method for Standard Penetration Test (SPT) and Split -Barrel Sampling of Soils or as indicated by
unconfined compressive strength
Continuous Footing - A long narrow footing usually supporting a linear structure such as a wall. Length to width
ratio may vary but is commonly taken as 10.
Contraction Joints - Formed or sawn joints in concrete slabs or pavements used to control crack patterns that result
from thermal contraction or shrinkage
Crushed Aggregate Base - Processed gravel at a specified grading and quantity of fractured faces, and sometimes
certain durability requirements, that is used below slabs or pavements
Cut - Term applied to the volume or depth of soil that has been excavated to a certain design grade
Cut Slope - Soil or rock slope that results from cut or excavation
Density - The weight of soil for a unit volume, which may be stated in a dry condition, or a moist to saturated
condition with weight of water included
Dewatering - Process of removing water from an excavation or lowering the groundwater elevation usually via
drains or pumps
Differential Settlement - The difference in subsidence of a soil surface, or structure resting on soil, between two
points spaced a certain distance apart
Disturbed Soil - Soil that has been loosened usually as a result of excavation activity, traffic, vibration
Embedment - The portion of a structure buried within a specific stratum, usually measured as a vertical distance
Engineered Fill - Soil that meets a specific gradation criteria and/or other quality requirements and that is placed at
a specified thickness and moisture content and compacted to meet certain minimum density requirements, for the
purpose of consistently obtaining certain minimum engineering properties for design
Envelope A - Specified gradation criteria that describes reasonably well graded sand and gravel mixtures, with less
than 20 percent silt and clay.
ESAL - Criteria that describes traffic loading equivalent to a certain number of passes from an 18 kip single axle
Excavation Subgrade - The bottom of an excavation
Expansion Joints - joints that are formed in a concrete pavement or slab that allow for thermal expansion of the
concrete. Joints are usually filled with an elastic material to prevent entry of foreign particles
Factor of Safety - A multiplier for recommended allowable values that provides a margin for safety against failure,
considering uncertainty and risk
Fill - Soil or rock that has been placed to raise the ground surface elevation
INBERG-MILLER ENGINEERS 2
Footing/Foundation Subgrade - The surface of soil or rock to receive a structure which is usually a reinforced cast -
in -place concrete
Friction Angle - A measure of physical resistance against sliding between soil or rock particles, usually ranging
between 0 and 45 degrees
Frost Heave - A phenomenon that occurs in certain soil types where soil -moisture may concentrate and freeze as ice
layers, causing upward swelling of the soil
Frost Protection - Any measure used to prevent frost -heave from affecting a structure
Frost Susceptibility - Soil types that are prone to frost heave
Geotechnical Engineer - An engineer trained through education and experience in soil mechanics and earth -
structure systems
Grade Beam - A horizontal structural element that spans between foundations which may carry a portion of load
from a structure above, but usually doesn't rely upon support from the soil below
Heave - The upward swelling of soil or rock, usually as a result of freezing or moisture adsorption
Helical Screw Pile/Pier - A foundation type that consists of a steel shaft with steel helices welded to the shaft, so
that the system will pull itself into the ground when torque is applied
Hydraulic Conductivity - The rate at which water passes through soil under a certain pressure, usually expressed in
the units of centimeters per second
Hydrostatic Pressure - The hydraulic pressure at a certain depth below the surface of a water body or water in
saturated soil equivalent to the weight of water multiplied by the depth
Isolated Pad Footing - A single footing for the support of a leg, column, stanchion or other vertical structural
element
Lifts - Layers of material that are placed as fill, backfill or pavement
Mat Foundation - A large, shallow spread footing that may support any combination of multiple point or area loads
Maximum Allowable Bearing Pressure - The recommended maximum pressure that may be applied to soil or rock,
including a factor of safety, within estimated settlement tolerances
Maximum Dry Density - The peak soil density that is determined in a laboratory using a drop -hammer and mold
over a range of varying moisture contents, expressed in terms of dry weight per unit volume
Moisture Sensitivity - A characteristic of soil that describes how the strength or compressibility is affected by
increasing moisture content
Moisture Vapor Control - A design measure to limit the upward movement of soil moisture, usually through a
concrete floor slab resting on the soil
Native Soil - Soil that is present naturally at a subject site
On -Site Fill - Soil used as fill or backfill that originates from a source located at the subject site
Optimum Moisture Content - The moisture content at which the maximum dry density is achieved in laboratory
testing
INBERG-MILLER ENGINEERS 3
Organic Materials - Matter contained in soil that is subject to decomposition
Overburden - Soil or rock that is present above an ore body, sedimentary bedrock or certain deposit such as gravel
Overexcavation - A process by which usually unsuitable or unwanted soil or rock is removed or excavated below the
bottom of a structure or minimum required excavation limits
Passive Lateral Soil Pressure - Available resisting soil pressure when a structure is forced against the soil
Pavement Subbase - A specified soil type, often described by gradation that is placed below base, which in turn
supports flexible or rigid pavement
Perched Groundwater - A subsurface condition where water collects above a relatively low permeability stratum
Permeability - The rate at which a liquid or gas may pass through soil, rock or other material
Pile/Pier Cap - A reinforced concrete block designed to distribute load from a structure to multiple deep foundation
elements
Proof -Rolling - A process by which a subgrade is subjected to wheel loading to locate relative soft or yielding areas
that might be repaired before covering with structures, soil, pavement etc.
Raft Foundation - See Mat Foundation
Residual Soil - Soil that has resulted from the in -place weathering of rock
Rigid Pavement - Usually reinforced or unreinforced Portland cement concrete, which when cured exhibits high
compressive strength but is relatively inflexible
Sandstone - Sedimentary bedrock comprised chiefly of sand sized particles
Saturation - A condition where the pores of soil or rock are completely filled with water
Sedimentary Bedrock - Consolidated sediments of clay, silt or sand
Shrink -Swell Potential - Likelihood that soil or rock may increase or decrease in volume, usually as result of water
adsorption and indicated by high plasticity index and/or measured response to inundation
Siltstone - Sedimentary bedrock comprised chiefly of silt sized particles
Site Fill - Soil used to raise the grade of all or a portion of a site to a design elevation, exclusive of structures or
buildings
Slab Fill - Soil used to fill above the foundation bearing elevation to the bottom of any special subbase or base
soil/aggregate that supports a concrete slab -on -grade
Slab Subbase - Soil that meets a specified gradation requirement or other criteria for placement below a base
aggregate
Spread Footing/Foundations - A foundation type that usually consists of a reinforced, cast -in -place concrete that is
formed in a round, square, rectangle or continuous strip shape for transferring structural loads to the soil and is
placed at certain minimum depths for frost protection or confinement
Stripping Depth - The depth below ground surface that unsatisfactory soil or other materials should be removed
before placement of engineered fill or structures
INBERG-MILLER ENGINEERS 4
Structural Fill - Soil that meets a specified gradation or other quality or strength criteria for the purpose of raising
the ground surface elevation or improving bearing conditions to receive a structure
Subgrade - Soil surface or substrate that will receive pavement, structure, engineered fill, backfill etc.
Synthetic Reinforcement - Specially manufactured fabric, usually as a woven or extruded plastic, used for the
purpose of forming a composite with soil or aggregate and adding strength
Synthetic Separation - Specially manufactured fabric, usually as a woven plastic or non -woven fibrous plastic, used
for the purpose creating a barrier for the migration of fine-grained soil
Topsoil - Soil that contains organic matter, usually as decayed vegetation and roots, in sufficient quantity that it is
compressible, moisture sensitive, or subject to settlement with continued decay
Total Settlement - An estimate of the amount of settlement that may occur over the life of a structure as a result of
compression of underlying soil due to the pressure imposed by the structure
Transient Loading - Short term loads applied to a structure, such as from seismic force or wind pressure.
Ultimate Bearing Capacity - An estimate of the bearing pressure applied to a soil stratum that would induce shear
failure, without consideration of a factor of safety or limiting settlement
Undisturbed Soil - Soil that is allowed to remain in its natural state without changing moisture content or density
Void Form - A concrete form material for casting a structure which provides support long enough for the concrete to
complete curing and gain sufficient strength for the structure to support itself, leaving a void when the form
disintegrates with weathering and moisture.
Water Table - The surface of groundwater within saturated soil or rock layers
Weathered Bedrock - Native rock formation that has become delaminated or shows evidence of disintegration as
determined and defined by the geotechnical engineer to distinguish a certain stratum for the purposes of the report
INBERG-MILLER ENGINEERS 5
GENERAL NOTES - LOG OF TEST BORING/TEST PIT
Soil Fraction
Boulders
Cobbles
Gravel: Coarse
Fine
Sand: Coarse
Medium
Fine
Silt
Clay
DESCRIPTIVE SOIL CLASSIFICATION
Grain Size Terminology
Particle Size U.S. Standard Sieve Size
Larger than 12" Larger than 12"
3" to 12" 3" to 12"
3/4" to 3" 3/4" to 3"
4.76mm to 3/4"
2.00mm to 4.76mm
0.42mm to 2.00mm
0.074mm to 0.42mm
0.005mm to 0.074mm
Smaller than 0.005mm
#4 to 3/4„
#10 to #4
#40 to #10
#200 to #40
Smaller than #200
Smaller than #200
Plasticity characteristics differentiate between silt and clay
Term
Relative Density
"N" Value*
Very Loose
Loose
Medium Dense
Dense
Very Dense
0-4
4-10
10-30
30-50
Over 50
Term
Consistency
qu-tons/sq. ft.
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
0.0 to 0.25
0.25 to 0.5
0.5 to 1.0
1.0 to 2.0
2.0 to 4.0
Over 4.0
*Note: The penetration number, N, is the summation of blows required to
effect two successive 6" penetrations of the 2" split -barrel sampler. The
sampler is driven with a 140 -pound weight falling 30", and is seated to a
depth of 6" before commencing the standard penetration test.
Very Soft
Soft
Medium Soft
DESCRIPTIVE ROCK CLASSIFICATION
Engineering Hardness Description of Rock
(not to be confused with MOH's scale for minerals)
Can be carved with a knife. Can be excavated readily with
point of pick. Pieces one inch or more in thickness can be
broken with finger pressure. Can be scratched readily by
fingernail.
Can be gouged or grooved readily with knife or pick point.
Can be excavated in chips to pieces several inches in size
by moderate blows of a pick point. Small thin pieces can
be broken by finger pressure.
Can be grooved or gouged 1/16 -inch deep by firm
pressure on knife or pick point. Can be excavated in small
chips to pieces about 1 -inch -maximum size by hard blows
of the point of a geologist's pick.
Medium Hard Can be scratched with knife or pick. Gouges or grooves to
1/4 -inch deep. Can be excavated by hard blow of a
geologist's pick. Hand specimens can be detached by
moderate blow.
Hard
Very Hard
Can be scratched with knife or pick only with difficulty.
Hard blow of hammer required to detach hand specimen.
Cannot be scratched with knife or sharp pick. Breaking of
hand specimens requires several hard blows of geologist's
pick.
NOMENCLATURE
Drilling and Sampling
SS -- Split Barrel (spoon) Sampler
N
ST
DC
C
DP --
CS --
Standard Penetration Test Number, blows/foot*
Thin -walled Tube (Shelby Tube) Sampler
Thick -wall, ring lined, drive sampler
Coring
Direct Push Sampler
Continuous Sampler (used in conjunction with
hollow stem auger drilling)
D Disturbed Sample (auger cuttings, air/wash
rotary cuttings, backhoe, shovel, etc.)
Laboratory Tests
USCS -- Unified Soil Classification System (soil type)
W
LL
PL
PI
qu
qp
Ym
Yd
WSS
ca
c
SG
S
e
n
k
t
Water Content (%)
Liquid Limit (%)
Plastic Limit (%)
Plasticity Index (LL -PL) (%)
Unconfined Strength, TSF
Penetrometer Reading (estimate of unconfined
strength), TSF
Moist Unit Weight, PCF
Dry Unit Weight, PCF
Water Soluble Sulfate (%)
Angle of Internal Friction (degrees)
Soil Cohesion, TSF
Specific gravity of soil solids
Degree of Saturation (%)
Void Ratio
Porosity
Permeability (cm/sec)
Water Level Measurement
Water Level at Time Shown
Note: Water level measurements shown on the
boring logs represent conditions at the time
indicated, and may not reflect static levels,
especially in cohesive soils. The available water
level information is given at the bottom of each
log.
INBERG-MILLER ENGINEERS
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
ASTM Designation: D2487-69 and D2488-69 (Unified Soil Classification System)
Major Divisions
Group
Symbols
Y
Typical Names
Laboratory Classification Criteria
Coarse -Grained Soils
(More than half of material is larger than No, 200 sieve size)
Gravels
(More than half of coarse fraction is
larger than No, 4 sieve size)
Clean Gravels
(Little or no fines)
GW
Well graded gravels, gravel-
sand mixtures, little or no
fines
Determine percentages of sand and gravel from grain -size curve. Depending on
percentage of fines (fraction smaller than No. 200 sieve size), coarse -grained soils are
classified as follows:
Less than 5% GW, GP, SW, SP
More than 12% GM, GC, SM, SC
Cm= 60 than 4; Cc= (C302 between 1 & 3
greater
fl
10 D70xD60
GP
Poorly Graded gravels,
gravel -sand mixtures, little or
no fines
Not meeting all gradation requirements
for GW
Gravels w/ Fines
(Appreciable amount
of fines)
d
Silty gravels, gravel -sand -silt
mixtures
Atterberg limits below
"A" line or P.I.
less than 4
Above "A" line with
P.I. between 4 and 7
borderline
GMa
u
GC
Clayey gravels,
clay mixtures
gravel -sand-
Atterberg limits
below "A" line or P.I.
greater than 7
are cases
requiring use of dual
symbols
Sands
(More than half of coarse fraction is
smaller than No, 4 sieve size)
Clean Sands
(Little or no fines)
SW
Well -graded sands, gravelly
sands, little or no fines
2
D60 (D3ojbetween 1 & 3
Cc=
C,_,= greater than 6;
D10 D ioxD6o
SP
Poorly graded sands, gravelly
sands, little or no fines
Not meeting all gradation requirements
for SW
Sands w/ Fines
(Appreciable amount
of fines)
d
Silty sands, sand -silt mixtures
Atterberg limits above
"A" line or P.I. less than
4
Limits plotting in
hatched zone with
P.I. between 4 and 7
SMa
u
SC
Clayey sands, sand -clay
mixtures
Atterberg limits
above "A" line or P.I.
greater than 7
are borderline cases
requiring
q g use of dual
symbols
Fine -Grained Soils
(More than half material is smaller than No. 200 sieve size)
Silts and Clays
(Liquid limit less than 50)
ML
Inorganic silts and very fine
sands, rock flour, silty or
clayey fine sands, or clayey
silts with slight plasticity
Plasticity
Chart
CL
Inorganic clays of low to
medium plasticity, gravelly,
clays, sandy clays, silty clays,
lean clays'
-
r
, (as\
OL
Organic silts and organic silty
clays of low plasticity
�r
- Wit.
'"
.,c.
�is.:`-'
%s°
°
�9\'
Inorganic clays of
40
,-
_
nigh
plasticity
Silts and Clays
(Liquid limit greater than 50)
MH
Inorganic silts, micaceous
diatomaceous fine
silty soils, elastic silts
or
sandy or
CH
Micaceous or diatomaceous
3O
fine sandy end silty soil;:
iderfium
f�
elastic silts:cPits,
wanic
Low plastic onorganic
plastic
clays, and silty clays
clays, sandy and
rr
inortpani
20
silty clays ,
cJlay
OH
.
C H
Inorganic clays of high
plasticity, fat clays
silty days:
!
or
- c►ayovsilts
CL
--MH
oL—
10
and sands j��
a
Inorganic and organtc silts
7
—CLJVii �9
and silty clays of low
_r_
f'
=-
PAL
plasticity. rock flour.
4
MIL I. e.
fine
silty a+ clayey sands,
0
0 10 20 30 40 50 60 70 80 90 100
L'auldiimit
OH
Organic clays of medium to
high plasticity, organic silts
u
s .2 vi
�i) s
° to
O
Pt
Peat and other highly organic
soils
a Division of GM and SM groups into subdivision of d and u are for roads and airfields only. Subdivision is based on
Atterberg limits; suffix d used when L.L. is 28 or less and the P.I. is 6 or less; the suffix u used when L.L. is greater than 28.
b
Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of
group symbols. For example: GW-GC, well -graded gravel -sand mixture with clay binder.
INBERG-MILLER ENGINEERS
Im 'ortant Information about Your
Geotechnical-Engineering Report
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.
While you cannot el/nirnafe all such risks, you can manage them. The following information is provided to help.
Beotechnical Services Are Performed for
SpeciNc Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of
their clients. A geotechnical-engineering study conducted for a civil engi-
neer may not fulfill the needs of a construction contractor or even another
civil engineer. Because each geotechnical-engineering study is unique, each
geotechnical-engineering report is unique, prepared solely for the client. No
one except you should rely on your geotechnical engineering report without
first conferring with the geotechnical engineer who prepared it. And no one
not even you should apply the report for any purpose or project
except the one originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical-
engineering report did not read it all. Do not rely on an executive summary.
Do not read selected elements only.
A Geotechnical-Engineering Report is Based on
a Unique Set of Project -Specific Factors
Geotechnical engineers consider many unique, project -specific factors
when establishing the scope of a study. Typical factors include: the client's
goals, objectives, and risk -management preferences; the general nature of
the structure involved, its size, and configuration; the location of the struc-
ture on the site; and other planned or existing site improvements, such as
access roads, parking lots, and underground utilities. Unless the geotech-
nical engineer who conducted the study specifically indicates otherwise,
do not rely on a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
not prepared for the specific site explored, or
completed before important project changes were made,
Typical changes that can erode the reliability of an existing geotechnical-
engineering report include those that affect:.
• the function of the proposed structure, as when it's changed from a
parking garage to an office building, or from a light -industrial plant
to a refrigerated warehouse,
• elevation, configuration, location, orientation, or weight of the
proposed structure,
• composition of the design team, or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes --even minor ones and request an assessment of their impact.
Geotechnical engineers cannot accept responsibility or liability for problems
that occur because their reports do not consider developments of which
they were not informed.
Subsurface Conditions Can Change
geotechnical-engineering report is based on conditions that existed at
the time the study was performed. Do not rely on a geotechnical-engineer-
ing report whose adequacy may have been affected by: the passage of
time; by man-made events, such as construction on or adjacent to the site;
or by natural events, such as floods, droughts, earthquakes, or groundwa-
ter fluctuations. Always contact the geotechnical engineer before applying
the report to determine if it is still reliable. A minor amount of additional
testing or analysis could prevent major problems.
Most Ceotechnical FiNdINgS Are .ProtessloNal
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engi-
neers review field and laboratory data and then apply their professional
judgment to render an opinion about subsurface conditions throughout the
site. Actual subsurface conditions may differ sometimes significantly
from those indicated in your report. Retaining the geotechnical engineer
who developed your report to provide construction observation is the
most effective method of managing the risks associated with unanticipated
conditions.
A Report's Recommendations Are Not Final
Do not overrely on the construction recommendations included in your
report. Those recommendations are not final, because geotechnical engi-
neers develop them principally from judgment and opinion, Geotechnical
engineers can finalize their recommendations only by observing actual
subsurface conditions revealed during construction. The geotechnical
engineer who developed your report cannot assume responsibility or
flab/lily for the reports recommendations if that engineer does not perform
construction ion observation.
o. f.
A. Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical-engineering
reports has resulted in costly problems. Lower that risk by having your geo-
technical engineer confer with appropriate members of the design team after
submitting the report. Also retain your geotechnical engineer to review perti-
nent elements of the design team's plans and specifications. Contractors can
also misinterpret a geotechnical-engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruction
conferences, and by providing construction observation.
Do Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
never be redrawn for inclusion in architectural or other design drawings,
only photographic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation, To help prevent costly problems, give con-
tractors the complete geotechnical-engineering report, but preface it with a
clearly written letter of transmittal. In that letter, advise contractors that the
report was not prepared for purposes of bid development and that the
report's accuracy is limited; encourage them to confer with the geotechnical
engineer who prepared the report (a modest fee may be required) and/or to
conduct additional study to obtain the specific types of information they
need or prefer. A prebid conference can also be valuable. Be sure contrac-
tors have sufficient time to perform additional study. Only then might you
be in a position to give contractors the best information available to you,
while requiring them to at least share some of the financial responsibilities
stemming from unanticipated conditions.
Reed Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that
geotechnical engineering is far less exact than other engineering disci-
plines. This lack of understanding has created unrealistic expectations that
have led to disappointments, claims and disputes. To help reduce the risk
of such outcomes, geotechnical engineers commonly include a variety of
explanatory provisions in their reports. Sometimes labeled "limitations,"
many of these provisions indicate where geotechnical engineers' responsi-
bilities begin and end, to help others recognize their own responsibilities
and risks. Head these provisions closely Ask questions. Your geotechnical
engineer should respond fully and frankly,
GeoenvlroNmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a geoelaviron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical-engineering report does not usually
relate any geoenvironmental findings, conclusions, or recommendations;
e.g., about the likelihood of encountering underground storage tanks or
regulated contaminants. Unanticipated environmental problems have led to
numerous project failures. If you have not yet obtained your own geoenvi-
ronmental information, ask your geotechnical consultant for risk manage-
ment guidance. Do not rely on an environmental report prepared for some-
one else,
obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction,
operation, and maintenance to prevent significant amounts of mold from
growing on indoor surfaces. To be effective, all such strategies should be
devised for the express purpose of mold prevention, integrated into a com-
prehensive plan, and executed with diligent oversight by a professional
mold -prevention consultant. Because just a small amount of water or
moisture can lead to the development of severe mold infestations, many
mold -prevention strategies focus on keeping building surfaces dry. While
groundwater, water infiltration, and similar issues may have been
addressed as part of the geotechnical-engineering study whose findings
are conveyed in this report, the geotechnical engineer in charge of this
project is not a mold -prevention consultant; none of the services perm
formed in connection with the geotechnical engineer's study
were designed or conducted for the purpose of mold preven-
tion. Proper implementation of the recommendations conveyed
in this report will not of itself be sufficient to prevent mold
from growing in or on the structure involved.
Rely on Your CDA-Member Geoteclincial Engineer
for Additional Assistance
Membership in the GEOPROEESSIDNAL BUSINESS ASSOCIATION exposes geotech-
nical engineers to a wide array of risk confrontaton techniques that can be
of genuine benefit for everyone involved with a construction project. Confer
with your GBA-member geotechnical engineer for more information.
GEOPROFESSIONAL
SI NAL
BUSINESS
ASSOCIATION
8811 Colesville Road/Suite G106, Silver Spring, MD 20910
Telephone: 301/565-2733 Facsimile: 301/589-2017
e-mail: info@geoprofessional.org vsurvvw.geoprofessionalsorg
Copyright 2014 by Geaprotessional Business Association, lnc.(GBA), Duplication, reproduction, or copying of this document, in whole or in part. by any means whatsoeverr, is strictly
prohibited, except with Gaks specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission
of GM, and only for purposes of scholarly research or book review. Only members of GSA may use this document as a complement to or as an element of a geotechnical-engineering
report. Any other firm, individual, or other entity that so uses this document without being a GSA member could be commitirrg negligent or intentional (fraudulent) misrepresentation.
TIGER 0914/5,OMRP
TRANSPORTATION
CONSULTANTS, INC.
August 5, 2022
Mr. Jay Knutson
Ascent Geomatic Solutions
8620 Wolff Court
Westminster, CO 80031
Dear Mr. Knutson:
LSC TRANSPORTATION CONSULTANTS, INC.
1889 York Street
Denver, CO 80206
(303) 333-1105
FAX (303) 333-1107
E-mail: lsc@lscdenver.com
Re: BEP Calvary Farms SWD
Injection Well Site
Traffic Narrative
Weld County, CO
LSC #220690
In response to your request, LSC Transportation Consultants, Inc. has prepared this Traffic
Narrative for the proposed BEP Calvary Farms SWD well site in Weld County, Colorado. The
site is located north of County Road 78 and west of County Road 39.
REPORT CONTENTS
The report contains the following: the typical peak and average site -generated traffic volume
projections for the site; an estimate of the directional distribution of site -generated traffic; and
any recommended roadway improvements to mitigate the traffic impacts from the site. The
estimated start and finish dates are the best information available today but are subject to
change over time.
LAND USE AND ACCESS
Injection wells are proposed to be added to the existing site. Full movement access exists to
County Road 39 via an existing private access road.
ROADWAY AND TRAFFIC CONDITIONS
Area Roadways
The major roadways in the site's vicinity are shown on Figure 1 and are described below.
• County Road 39 is a north -south, two-lane paved roadway east of the site. The inter-
sections with County Road 80 and County Road 78 are stop -sign controlled. The posted
speed limit in the vicinity of the site is 55 mph.
Mr. Jay Knutson
Page 2 August 5, 2022
BEP Calvary Farms SWD Injection Well Site
• Existing Private Access Roads are gravel roadways that will provide access to the site
from the public roadway network. They will be maintained to accommodate construction
traffic.
TRIP GENERATION
Table 1 shows the estimated average weekday daily and peak -hour trip generation by vehicle
type based on information provided by the applicant (see Appendix Table 1).
The highest trip generating month is expected to be July, 2024 with about 300 average vehicle -
trips per day. During the morning peak -hour, about 24 vehicles are expected to enter and
about 24 vehicles are expected to exit the site. During the afternoon peak -hour, about 24 vehic-
les are expected to enter and about 24 vehicles are expected to exit the site.
During an average month about, the site is expected to generate about 198 vehicle -trips on an
average weekday. During the morning peak -hour, about 20 vehicles are expected to enter and
about 20 vehicles are expected to exit the site. During the afternoon peak -hour, about 20
vehicles are expected to enter and about 20 vehicles are expected to exit the site.
DIRECTIONAL DISTRIBUTION
The site -generated traffic volumes on the area roadways are expected to be distributed 50% to
the north and 50% to the south on County Road 39.
CONCLUSIONS
Trip Generation
1. The impact will be highest at about 300 vehicle -trips per average weekday in July 2024.
The majority of vehicles will be large trucks.
2. On an average weekday during an average month, the site is expected to generate about
198 vehicle -trips. The majority of vehicles will be large trucks.
Conclusions
3. The impact of the proposed BEP Calvary Farms SWD injection well site can be accommo-
dated by the existing roadway network.
Recommendations
4. It would be appropriate for the applicant to develop a traffic control plan advising the
traveling public of heavy truck turning traffic.
Mr. Jay Knutson
Page 3 August 5, 2022
BEP Calvary Farms SWD Injection Well Site
We trust our findings will assist you in gaining approval of the proposed BEP Calvary Farms
SWD injection well site development. Please contact me if you have any questions or need
further assistance.
Sincerely,
. -
LSC TRANSPO ' TAf _ Ic w• ONSSLTANTS, INC.
1
C r'sttopher S. I cGranahar , RE., PTOE
Prrcipal t - e -\\N
;b 4= `/^ „t4 may, rte
,I f Q NAL ,; , ,.:
es.,fie. t ,_--.--e
CSM/wc
Enclosures: Table 1
Appendix Table 1
W: \ LSC \Projects \2022 \220790-BEP-CalvaiyFarms\Report\BEP-CalvaryFannsInjectionWellSite-080522.wpd
Table 1
ESTIMATED TRAFFIC GENERATION (1)
BEP Calvary Farms SWD Injection Well Site
Weld County, CO
LSC #220790; August, 2022
Vehicle -Trips Generated by Scenario (1)
Trip Generating Phase
Average AM Peak -Hour (2) PM Peak -Hour (2)
Weekday In Out In Out
Busiest Month (2) (3)
July 2024 (Peak Month)
Large Trucks
Pickup Trucks
Average Month
Large Trucks
Pickup Trucks
Total
296 22 22 22 22
4 2 2 2 2
300 24 24 24 24
194 18 18 18 18
4 2 2 2 2
Total = 198 20 20 20 20
Notes:
(1) This information is based on data provided by the Applicant
(2) Conservatively assumes daily large trucks trips are evenly distributed over a 10 -hour
day with a 1.5 peaking factor for the two peak -hours. The small number of pickup
trucks is conservatively assumed to occur in the peak -hours.
(3) Based on Appendix Table 1
Appendix Table 1: Bayswater's DJ Basin Produced Water Volumes, South Calvary SWD Volumes, and South Calvary SWD Trucking
Date
Bayswater's DJ Basin
Total Produced Water
Forecast
Available Pipeline
Volume from Topaz,
Ruby, East Ault,
North Calvary, and
South Calvary to
South Calvary SWD
BWPD
Available Pipeline
Volume from Topaz,
Ruby, East Ault,
North Calvary, and
South Calvary to
South Calvary SWD
BWPD
Truck Volume to
South Calvary SWD
(BWPD)
South Calvary SWD
Trucks (# of Trucks
Per Day)
*Assume 150 bbl
truck average
South Calvary SWD
Trucks (# of Trucks
Per Month)
*Assume 150 bbl
truck average
South Calvary SWD Maximum Disposal Volume (BWPD)
Jan -23
Feb -23
Mar -23
Apr -23
May -23
Jun -23
Jul -23
Aug -23
Sep -23
Oct -23
Nov -23
Dec -23
Jan -24
Feb -24
Mar -24
Apr -24
May -24
Jun -24
Jul -24
Aug -24
Sep -24
Oct -24
Nov -24
Dec -24
Jan -25
35,546
46,824
41,067
34,646
28,812
24,971
31,853
27,520
33,965
29,082
31,690
27,397
23,341
20,247
17,276
35,485
31,141
27,123
22,683
19,349
17,570
15,115
13,454
12,061
17,068
31,078
27,213
22,758
18,422
15,865
13,751
11,504
9,860
8,433
7,237
6,232
5,390
4,683
4,090
3,593
3,175
2,825
2,531
2,285
2,078
1,904
1,793
1,760
17,068
25,000
25,000
22,758
18,422
15,865
13,751
11,504
9,860
8,433
7,237
6,232
5,390
4,683
4,090
3,593
3,175
2,825
2,531
2,285
2,078
1,904
1,793
1,760
7,932
2,242
6,578
9,106
11,249
13,496
15,140
16,567
17,763
18,768
17,951
15,564
13,186
21,407
21,825
22,175
20,152
17,065
15,492
13,211
11,661
10,301
53
15
44
61
75
90
101
110
118
125
120
104
88
143
145
148
134
114
103
88
78
69
1,608
455
1,334
1,847
2,281
2,737
3,070
3,359
3,602
3,806
3,640
3,156
2,674
4,341
4,426
4,497
4,086
3,460
3,141
2,679
2,365
2,089
Number of Pickup
Truck Visits
(Trucks/month)
25,000
61
61
61
61
61
61
61
61
61
61
61
61
61
61
61
61
61
61
61
61
61
61
61
61
Total =
Average =
2/126
97
64/653
2,939
1,464
61
INBOUND NOTIFICATION ; FAX RECEIVED SUCCESSFULLY
TIME RECEIVED REMOTE CSID DURATION PAGES STATUS
August 23, 2022 at 12; ;38 PM MDT 9708342199
Received
08/23/2022 TUE 12:58 FAX S37083421?9 Town of Ault, CO
1]001/001
Notice of Inquiry
Weld County
Pre
-application
Case It
PRE22-0116
Date
of
Inquiry
5/11/22
Municipality
nicipality
Ault
CPA
Name
of
Person
Inquiring
Bayswater
Exploration
&
Production,
LLC
c/a
Lauren
Walsh
Property
Owner
Calvary
Farms
LLC
Planner
Maxwell
Nader
Planner
Phone
Number
970-400-3527
Planner
Email
Address
mnader@welclgovcon,
Legal
Description
Being a
County,
part
CO
of
the
SE4NE4
of
Section
19
TIN!
RGSW of
the
6th
P.M.
Weld
Parcel
Number
070919000018
& 070919400011
Nearest
Intersection
CR 29 and
CR
78
Type
of
..
Inquiry
Ii' . .. ..... . I.....
Two wastewater
. . .
.
disposal
.
wells
.
and
additional
.
. . I" p
equipment
•.. .. 1 .
. • .. . P .d
•
The above person met with County Planning staff about developing a parcel of land inside your designated
Intergovernmental Agreement/Coordinated Planning Agreement Boundary.
fr�: +rf •-�
County Planner's signature
Would you like to pursue nnexation of this property? NO
a3 /22,
Date of Contact
Comments:
YES
/attart CCvc�-
na ure of Municipality Representative Title Date
Please sign and date to acknowledge that the applicant has contacted you
and return this signed form to Weld County Department of Planning Services,
Weld County Planning Department
1566 N 17th Aye, Greeley, CO 80631 as (970) 400-6100 (970) 304-6498 Fax
20181107
Weld County Treasurer
Statement of Taxes Due
Account Number R0912886
Parcel 070919000018
Legal Description Situs Address
14020 PT NE4 19 7 65 BEG AT SE COR NE4 N89D W 800' N43D43'E 540' N12D43'E 303' N30D38'W
300' S86D21'E 514' S925' TO BEG
Account: R0912886
CALVARY FARMS LLC
134 OAK AVE
EATON, CO 80615-3491
Year
Tax Charge
2021
Total Tax Charge
R s • ■ • • ♦ • • • s a •0414.
Grand Total Due as of 07/28/2022
Tax Interest
$110.70 $0.00
Fees _ Payments Balance
$0.00 ($110.70)
$0.00
$0.00
$0.00
Tax Billed at 2021 Rates for Tax Area 0919 - 0919
Authority
WELD COUNTY
SCHOOL DIST RE9
NORTHERN COLORADO WATER
(NC
AULT FIRE
AIMS JUNIOR COLLEGE
HIGH PLAINS LIBRARY
WEST GREELEY CONSERVATION
Taxes Billed 2021
* Credit Levy
Mill Levy
15.0380000*
23.8890000*
1.0000000
7.7730000
6.3420000
3.1970000
0.4140000 _
Amount
$28.88
$45,87
$1.92
$14,93
$12.17
$6.14
$0.79
57.6530000
$110.70
Values
AG -FLOOD
IRRRIGATED LAND
Total
Actual
$6,625
Assessed
$1,920
$6,625
$1,920
ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE
LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES.
Weld County Treasurer's Office
1400 N 17th Avenue
PO Box 458
Greeley, CO 80632
Phone: 970-400-3290
Pursuant to the Weld County Subdivision Ordinance, the attached Statement of Taxes Due
issued by the Weld County Treasurer are evidence that as of this date, all current and prior year
taxes related to this parcel have been paid in full.
Date: %. 222022
Weld County Treasurer
Statement of Taxes Due
Account Number R0912986
Parcel 070919000019
Legal Description
] 4021 NE4/PT NE4NW4 19 7 65 BEG AT NE COR NW4 S89D32'W 522' S51D42'E 60' S37D0'E 70' S25D32'E 390' S33D49'E 357'
S37D34'E 146' TOE LN NW4 N l D30'W 852' TO BEG (SA) EXC BEG AT SE COR NE4 N89D W 800' N43D43'E 540' N 12D43'E 303'
N30D38'W 300' S86D21'E 514' S925' TO BEG (10 08A MIL) EXC 1 A BK 1 543 PG 407
Situs Address
Account: R0912986
CALVARY FARMS LLC
134 OAK AVE
EATON, CO 80615-3491
Year
Tax Charge
2021
r Y
Tax Interest
$1,807.42
Fees Pa ments Balance
$0.00 $0.00 ($1.807.42)
$0.00
Total Tax Charge
Grand Total Due as of 07/28/2022
$0.00
Tax Billed at 2021 Rates for Tax Area 0917 - 0917
Authority
WELD COUNTY
SCHOOL DIST RE9
NORTHERN COLORADO WATER
(NC
AULT FIRE
AIMS JUNIOR COLLEGE
HIGH PLAINS LIBRARY
WEST GREELEY CONSERVATION
Taxes Billed 2021
* Credit Levy
Mill Levy
15,0380000*
23.8890000*
1.0000000
7.7730000
6.3420000
3.1970000
0.4140000
57.6530000
Amount
$471.43
$748.93
$31.35
$243.68
$198.82
$100.23
$12.98
$1,807.42
Values
AG -FLOOD
IRRRIGATED LAND
AG -WASTE LAND
Total
Actual
$107,852
$242
$0.00
Assessed
$31,280
$70
$108,094 $31,350
ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE
LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES.
Weld County Treasurer's Office
1400 N 17th Avenue
PO Box 458
Greeley, CO 80632
Phone: 970-400-3290
Pursuant to the Weld County Subdivision Ordinance, the attached Statement of Taxes Due
issued by the Weld County Treasurer are evidence that as of this date, all current and prior year
taxes related to this parcel have been paid in full.
Date: el. 2g• 2O2 2
Weld County Treasurer
Statement of Taxes Due
Account Number R8947565
Parcel 070919400011
Legal Description
PT SE4 19-7-65 LOT B REC EXEMPT RECX 16-0112
Account: R8947565
CALVARY FARMS LLC
134 OAK AVE
EATON, CO 80615-3491
M • • e • � P • • • s • •
Year
Tax Charge
i�••w4*■•
Tax. _ Interest
Fees
Situs Address
18823 COUNTY ROAD 78 WELD
Payments
Balance
2021 $4,882.34
Total Tax Charge
$0.00 $0.00 ($4,882.34)
$0.00
$0.00
Grand Total Due as of 07/28/2022
$0.00
Tax Billed at 2021 Rates for Tax Area 3883 - 3883
Authority Mill Levy
WELD COUNTY 15.0380000*
SCHOOL DIST RE2 43.3540000*
NORTHERN COLORADO WATER 1.0000000
(NC
AULT FIRE 7.7730000
AIMS JUNIOR COLLEGE 6.3420000
HIGH PLAINS LIBRARY 3.1970000
WEST GREELEY CONSERVATION 0.4140000
Taxes Billed 2021
* Credit Levy
77.1180000
Amount
$952.05
$2,744.74
$63.3]
$492.11
$401.51
$202,41
$26.21
$4,882.34
Values
AG -SPRINKLER
IRRIGATED LAND
AG -FLOOD
IRRRIGATED LAND
AG -WASTE LAND
FARM/RANCH
RESIDENCE -IMPS
OTHER BLDOS.-
AGRICULTURAL
Total
Actual Assessed
$66,460 $19,270
$26,660 $7,730
$57 $20
$475,421 $33,990
$7,945 $2,300
$576,543 $63,310
ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE
LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES.
Weld County Treasurer's Office
1400 N 17th Avenue
Po Box 458
Greeley, CO 80632
Phone: 970-400-3290
Pursuant to the Weld County Subdivision Ordinance, the attached Statement of Taxes Due
issued by the Weld County Treasurer are evidence that as of this date, all current and prior year
taxes related to this parcel have been paid in full.
Signed:
i
Date: %. 29.. 2022
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