HomeMy WebLinkAbout20243172.tiffUse by Special Review (USR) Application
Planning Department Use: Date Received:
Amount $ Case # Assigned:
Application Received By: Planner Assigned:
Property Information
Is the property currently in violation? ❑ No /121 Yes Violation Case Number CCV24-00067
Parcel Number: 096126400070 _
Site Address: 22815 County Road 52
Legal Description: Lot A of RE -3692
Section: 26 , Township 05 N, Range 65 W Zoning District: AG Acreage: 3.35
Within subdivision or townsite? IZ No / 0 Yes Name: N/A
Water (well permit # or water district tap #): Central Weld County Water District Acct # 003405-02
Sewer (On -site wastewater treatment system permit # or sewer account #): SP -0100388
Floodplain 21 No / 0 Yes Geological Hazard No / 0 Yes Airport Overlay ❑ No / to Yes
Project
USR Use being applied for: COI & Gas Support and Services
Name of proposed business: MVJ Transports, Inc.
Property Owner(s) (Attach additional sheets if necessary.)
Name: Ana Holguin Macias & Mario Contreras Guillen
Company: MVJ Transports, Inc.
Phone #: 303-882-2473 Email: dailyts@outlook.com
Street Address: 22815 County Road 52
City/State/Zip Code: Greeley, CO 80631
APPLICANT/AUTHORIZED AGENT (Authorization Form must be included if there is an Authorized Agent)
Name: Hannah Dutrow
Company: AGPROfessionals
Phone #: 970-535-9318
Street Address: 3050 67th Avenue
Email: hdutrow@agpros.com
City/State/Zip Code: Greeley, CO 80634
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 or 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 the corporation.
03/21/2024
Signature - Date Signature Date
Hannah Dutrow, AGPROfessionals
Print Print
9
01/24
Departments of Planning
Building, Development Review
and Environmental Health
1402 N 17TH Avenue
P.O. Box 758
Greeley, Co 80632
Authorization Form
I, (We), Ana Holguin Macias & Mario Contreras Guillen ! give permission to AGPROfessionals
(Owner -- please print) (Authorized Agent/Applicant-please print)
to apply for any Planning, Building, Access, Grading or OWTS permits on our behalf, for the property
located at (address or parcel number) below:
22815 County Road 52 aka Parcel no. 096126400070
Legal Description: Lot A of RE -3692
Subdivision Name: N/A
of Section 26 , Township 05 N, Range 65 W
Lot N/A Block NIA
Property Owners information:
Address: 22815 County Road 52, Greeley, CO 80631
B���c( sewPhone: 070) E-mail: � f
Authorized Agent/Applicant Contact Information:
Address: 3050 67th Avenue, Greeley, CO 80634
01/LA.
Phone: 970-535-9318 E -Mail: hdutrow@agpros.com
Correspondence to be sent to: Owner Authorized Agent/Applicant X by: Mail Email X
Additional Info:
I (We) hereby certify, under penalty of perjury and after carefull reading r e entire contents of this
document, that the information stated above is true and corrects Q the be; of my (our) knowledge.
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Owner Signature nature g
Subscribed and sworn to before me this day of °; , 20 by
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YARI0ZA EL IZ VALDIVIA RAMIREZ tiarl
NOTARY PUBLIC
STATE OF COLORADO
NOTARY ID 20224041002
MY COMMISSION EXP$R.E$ OCTOBER'M -, 2026
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Colorado
Secretary of State
Periodic Report
filed pursuant to §7-90-301, et seq. and §7-90-501 of the Colorado Revised St
Colorado Secretary of State
ID#: 201 61 671 81 0
Document #: 20238281498
Filed on: 12/08/2023 10:34:10 AM
Paid: $10.00
The entity name is MVJ Transports,Inc.
The entity ID Number is 20161671810
Jurisdiction under the law of which the entity was formed or registered is Colorado
The principal office street address is 712 62nd Avenue Ct
Greeley CO 80634
US
The principal office mailing address is 712 62nd Avenue Ct
Greeley CO 80634
US
The name of the registered agent is Mario Armando Contreras
The registered agent's street address is 712 62nd Avenue Ct
Greeley CO 80634
US
The registered agent's mailing address is 712 62nd Avenue Ct
Greeley CO 80634
US
The person above has agreed to be appointed as the registered agent for this entity.
atutes (C.R.S)
Causing this document to be delivered to the Secretary of State for filing shall constitute the affirmation or acknowledgment of
each individual causing such delivery, under penalties of perjury, that the document is the individual's act and deed, or that the
individual in good faith believes the document is the act and deed of the person on whose behalf the individual is causing the
document to be delivered for filing, taken in conformity with the requirements of part 3 of article 90 of title 7, C.R.S., and, if
applicable, the constituent documents, and the organic statutes, and that the individual in good faith believes the facts stated in
the document are true and the document complies with the requirements of that Part, the constituent documents, and the organic
statutes.
This perjury notice applies to each individual who causes this document to be delivered to the Secretary of State, whether or not
such individual is named in the document as one who has caused it to be delivered.
Name(s) and address(es) of the individual(s) causing the document to be delivered for filing
Marcela York
2020 N Academy Blvd Suite # 365
Colorado Springs CO 80909
US
Document must be filed electronically.
Paper documents are not accepted.
Fees & forms are subject to change.
For more information or to print copies
of filed documents, visit www.sos.state.co.us.
Colorado Secretary of State
Date and Time: 10/02/2016 09:31 PM
ID Number: 20161671810
Document number: 20161671810
Amount Paid: $50.00
ABOVE SPACE FOR OFFICE USE ONLY
Articles of Incorporation for a Profit Corporation
filed pursuant to § 7-102-101 and § 7-102-102 of the Colorado Revised Statutes (C. R. S. )
1. The domestic entity name for the corporation is
MVJ Transports,Inc.
(Caution: The use of certain terms or abbreviations are restricted by law. Read instructions for more information.)
2. The principal office address of the corporation's initial principal office is
Street address 2520 28th Avenue
Mailing address
(leave blank if same as street address)
(Street number and name)
Greeley
(City)
(Province — if applicable)
CO 80634
(State) (ZIP/Postal Code)
United States
(Country)
(Street number and name or Post Office Box information)
(City)
(Province — if applicable)
(State) (ZIP/Postal. Code)
(Country)
3. The registered agent name and registered agent address of the corporation's initial registered agent are
Name
(if an individual) Contreras
or
(if an entity)
(Last)
Mario
(First)
Armando
(Middle) (Suffix)
(Caution: Do not provide both an individual and an entity name.)
Street address 2520 28th Avenue
Mailing address
(leave blank if same as street address)
(Street number and name)
Greeley
(City)
CO 80634
(State) (ZIP/Postal Code)
(Street number and name or Post Office Box information)
(City)
CO
(State) (ZIP/Postal Code)
ARTINC_PC
Page 1 of 3 Rev. 8/5/2013
(The following statement is adopted by marking the box.)
The person appointed as registered agent above has consented to being so appointed.
4. The true name and mailing address of the incorporator are
Name
(if an individual)
or
(if an entity)
Contreras Mario Armando
(Last) (First) (Middle) (Suffix)
(Caution: Do not provide both an individual and an entity name.)
Mailing address 2520 28th Avenue
(Street number and name or Post. Office Box information)
Greeley
(city)
CO 80634
(State) (ZIP/Postal. Code)
United States .
(Province — if applicable) (Country)
(If the following statement applies, adopt the statement by marking the box and include an attachment.)
The corporation has one or more additional incorporators and the name and mailing address of each
additional incorporator are stated in an attachment.
5. The classes of shares and number of shares of each class that the corporation is authorized to issue are as
follows.
The corporation is authorized to issue 10,000 common shares that shall have unlimited voting
rights and are entitled to receive the net assets of the corporation upon dissolution.
0 Information regarding shares as required by section 7-106-101, C.R.S., is included in an
attachment.
6. (If the following statement applies, adopt the statement by marking the box and include an attachment)
This document contains additional information as provided by law.
7. (Caution: Leave blank if the document does not have a delayed effective date. Stating a delayed effective date has
significant legal. consequences. Read instructions before entering a date.)
(If the following statement applies, adopt the statement by entering a date and, if applicable, time using the required format.)
The delayed effective date and, if applicable, time of this document is/are
(mm/dd/yyyy hour: minute am/pm)
Notice:
Causing this document to be delivered to the Secretary of State for filing shall constitute the affirmation or
acknowledgment of each individual causing such delivery, under penalties of perjury, that the document is the
individual's act and deed, or that the individual in good faith believes the document is the act and deed of the
person on whose behalf the individual is causing the document to be delivered for filing, taken in conformity
with the requirements of part 3 of article 90 of title 7, C.R.S., the constituent documents, and the organic
statutes, and that the individual in good faith believes the facts stated in the document are true and the
document complies with the requirements of that Part, the constituent documents, and the organic statutes.
This perjury notice applies to each individual who causes this document to be delivered to the Secretary of
State, whether or not such individual is named in the document as one who has caused it to be delivered.
ARTINC_PC
Page 2 of 3 Rev. 8/5/2013
8. The true name and mailing address of the individual causing the document to be delivered for filing are
Contreras Mario Armando
(Last) (First) (Middle) (Suffix)
2520 28th Avenue
(Street number and name or Post. Office Box information)
Greeley CO 80634
(City)
(State) (ZIP/Postal Code)
United States .
(Province — if applicable) (Country)
(If the following statement applies, adopt the statement by marking the box and include an attachment.)
This document contains the true name and mailing address of one or more additional individuals
causing the document to be delivered for filing.
Disclaimer:
This form/cover sheet, and any related instructions, are not intended to provide legal, business or tax advice,
and are furnished without representation or warranty. While this form/cover sheet is believed to satisfy
minimum legal requirements as of its revision date, compliance with applicable law, as the same may be
amended from time to time, remains the responsibility of the user of this form/cover sheet. Questions should
be addressed to the user's legal, business or tax advisor(s).
ARTINC_PC
Page 3 of 3 Rev. 8/5/2013
MVJ Transports, Inc.
2520 28t" Avenue
Greeley, Co 80634
Vice -President/ Secretary: Ana Georgina Holguin Macias
Address: 2520 28th Avenue
Greeley, CO 80634
Percentage of Ownership: 50% of the Ownership
Number of Shares: 10000 shares.
AGPR
fessionals
D.EVEL PERS OF AGRICULTURE
WELD COUNTY USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE
Prepared for Ana Holguin & Mario Contreras
Planning Questions: (Section 23-2-260. A, B, C, & E of the Weld County Code)
1. Explain the proposed use and business name.
Ana Holguin & Mario Contreras doing business as MVJ Transports, Inc. (MVJ Transports)
are requesting a Use by Special Review (USR) permit for an oil and gas support and service
business in the agricultural zone district, more specifically a trucking and equipment
company principally engaged in serving the oil and gas industry, as allowed by Section 23-3-
40.V of the Weld County Code. The 3.35 -acre subject property is located in Part of the
Southeast Quarter of Section 26, Township 05 North, Range 65 West of the 6`h P.M., being
Lot A of Recorded Exemption RE -3692.
The subject property contains a 1,568 -square -foot manufactured home, two approximately
350 -square -foot carports, and 300 -square -foot shed along the northwest corner of the
property that will remain. These existing structures will continue to be used for the primary
residential uses and are not proposed to be used with the commercial operation. There are
several livestock shelters and corrals centrally located on the property that will be removed.
Access to the property is via Weld County Road (WCR) 52. The access location is shown on
the USR plat included with this request.
The on -site operation will primarily be for the parking of trucks and equipment. No on -site
operations are proposed except for the pick up and drop off of trucks. The majority of MVJ
Transports' operations will occur off -site at various oil and gas locations around the county.
Parking of commercial vehicles will occur along the western edge of the property. Standard
employee parking is proposed along the northeast end of the property. Equipment and trailer
storage will be along the northern edge of the area designated for commercial operations.
Vehicles that may be on -site include up to 8 semi -trucks and trailers, 4 service trucks, 2 frac
tanks, and up to 9 employee passenger vehicles. The majority of the equipment, including the
trailers, is staged at the construction site, and returned to the facility as needed.
Parking on site will occur 24 hours a day, seven days a week. Employees are expected to
access the site at shift change which occurs at 6:00 A.M. and 6:00 P.M. daily.
2. Explain the need for the proposed use.
MVJ Transports is a northern Colorado based business specializing in delivering equipment
and materials to oil and gas sites around the county. Weld County recognizes mineral
resources as vital to the state's economy. Oil and gas support service businesses are an
important part of the mineral resource industry.
ENGINEERING, PLANNING, CONSULTING & REAL ESTATE
HQ & Mailing: 3050 67th Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax
Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208-595-5301
www.agpros.com
Page 2 of 9
3. Describe the current and previous use of the land.
The site is currently used for residential purposes as the owners live on site. Prior to their
owning the property, there was a private roping arena on site.
4. Describe the proximity of the proposed use to residences.
The closest residence to the proposed USR boundary is located approximately 50 feet south
of the southern property boundary. There are three other residences located approximately
200 feet west, 280 feet north, and 305 feet east of the subject area.
5. Describe the surrounding land uses of the site and how the proposed use is compatible
with them.
The subject property and the majority of the surrounding properties are in the Agricultural
(A) Zone District. In addition to rural residential, irrigated farmland, rangeland, and oil and
gas activities typically found in the A Zone, there are several USRs in the surrounding area.
USRs in the vicinity of this site include RV storage, several oil and gas support service
operations, pipelines, second single family dwelling, and outdoor storage.
The proposed oil and gas trucking operation is compatible with the surrounding land uses.
There are multiple oil and gas facilities in the vicinity and the proposed use directly supports
the oil and gas industry. Company and employee -generated traffic is expected to be very
minimal for proposed operations with up to 36 vehicles accessing the subject property each
day. Other traffic to the site will be associated with the residential uses associated with the
principal dwelling. The operation is not expected to produce nuisance noise levels or odors.
6. Describe the hours and days of operation (i.e. Monday through Friday 8:00 a.m, to 5:00
p.m.).
Parking and equipment storage will occur 24 hours a day, 7 days a week, when employees
are not taking the vehicles and equipment off -site for business. Employees will primarily be
on site during shift changes occurring at 6:00 A.M. and 6:00 P.M. daily.
Occasional operations outside of the primary hours may be required due to the oil and gas
industry service needs.
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.
It is expected that the operation will have 18 full-time employees. 9 employees will work per
shift. Shifts are planned for 6:00 A.M. to 6:00 P.M. and 6:00 P.M. to 6:00 A.M.
Page 3 of 9
S. Describe the maximum number of users, patrons, members, buyers, or other visitors that
the site will accommodate at any one time.
Up to 18 employees may access the site per day. Due to the type of business, customers and
deliveries are not expected to come to the property.
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.)
N/A.
10. List the types and number of operating and processing equipment.
8 — Semi -trucks and trailers
4 — Service pick-up trucks
2 — Frac tanks
2-9 — Employee vehicles
11. List the types, number, and uses of the existing and proposed structures.
The subject property contains a 1,568 -square -foot manufactured home, two approximately
350 -square -foot carports, and a 300 -square -foot shed along the northwest corner of the
property that will remain. These existing structures will continue to be used for the primary
residential uses and are not proposed to be used with the commercial operation. There are
several livestock shelters and corrals centrally located on the property that will be removed.
Two cargo containers will be set in the designated storage area. These will be used to store
tools and equipment. There are no proposed buildings for the trucking operation.
12. Describe the size of any stockpile, storage or waste areas.
No storage or stockpiling of waste is proposed on -site at this time. Trash will be collected in
covered, confined dumpsters, and removed as needed by a trash removal company.
MVJ Transports will supply pipe to oil and gas companies around Weld County. When the
pipe is not in use at job locations, it will be stored on -site. In addition, two cargo containers
will store tools and equipment for business operations. These will be set in the designated
storage areas as depicted on the site plan. The storage area totals approximately 4,400 square
feet.
13. Describe the method and time schedule of removal or disposal of debris, junk and other
wastes associated with the proposed use.
The proposed use is not anticipated to produce nuisance debris, junk, or other wastes. A waste
service provider will be used to dispose of excess materials and trash.
Page 4 of 9
14. Include a time -table showing the periods of time required for the construction of the
operation.
Improvements to the parking areas and construction of the detention pond are anticipated to
occur in the fall of 2024/spring of 2025.
15. Describe the proposed and existing lot surface type and the square footage of each type
(i.e. asphalt, gravel, landscaping, dirt, grass, buildings).
Lot surface areas are included in the Preliminary Drainage Report, which was prepared for this
USR application.
16. How many parking spaces are proposed? How many handicapped -accessible parking
spaces are proposed?
15 commercial semi -truck parking spaces are proposed, and an additional 5 standard spaces
are provided. Parking is proposed to be circulated so when an employee picks up a
commercial vehicle, they may park their personal vehicle in that space. These are shown on
the USR site plan.
17. Describe the existing and proposed fencing and screening for the site including all
parking and outdoor storage areas.
The property has barbed wire fence along the north and east perimeter. Metal fencing runs
along the WCR 52 frontage and around the majority of the western perimeter. A small
portion of wood fence runs along the northwestern property boundary adjacent to the
residence on site.
A six-foot corrugated metal fence is proposed along the boundary of commercial operations.
A gate will also be installed along the main access for the operations.
18. Describe the existing and proposed landscaping for the site.
There is existing landscaping around the residence.
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.
Upon cessation of the Use by Special Review activity, equipment specific to the business
will be removed. The existing structures will remain for residential or agricultural use. A
USR is a vested property right that remains with the land until such time as the use is
changed or the USR is formally vacated.
Page 5 of 9
20. Describe the proposed fire protection measures.
Fire protection for the site is provided by the La Salle Fire Protection District. A fire
extinguisher will be kept on -site. It is anticipated that no additional fire protection measures
will be necessary.
21. Explain how this proposal is consistent with the Weld County Comprehensive Plan per
Chapter 22 of the Weld County Code.
The approval of this request would be consistent with Section 22-2-10 B. of the Weld County
Code which states, "One of the basic principles upon which the United States was founded is
the right of citizens to own and utilize property so long as that use complies with local
regulations and does not interfere with or infringe upon the rights of others." The proposed
use will not inhibit agricultural production or operations and is harmonious with the
surrounding land uses.
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 A (Agricultural) Zone District is intended to provide areas for the conduct of agricultural
activities and activities related to agriculture and agricultural production, and for areas for
natural resource extraction and energy development, without the interference of other
incompatible land uses. The proposed use supports the natural resource extraction and energy
development occurring in Weld County. In addition, Article III of Chapter 23 of the Weld
County Code lists oil and gas support and service businesses as a use allowed by special
review outside of subdivisions and historic townsites.
23. Explain how this proposal will be compatible with future development of the surrounding
area or adopted master plans of affected municipalities.
The subject property is within the Intergovernmental Agreement (IGA) for Kersey and
Evans. Per the Weld County Comprehensive Plan Map, the site is within an area
recommended for urban and nonurban scale development. Notice of Inquiry forms were
submitted to the two municipalities, and they were not interested in requiring annexation of
this development.
The site is approximately 1,000 feet from the Weld County Opportunity Zone. As no
subdivisions or zone changes are proposed, the development classifications and proximity to
the Weld County Opportunity Zone are not anticipated to be applicable to this proposal.
24. Explain how this proposal impacts the protection of the health, safety and welfare of the
inhabitants of the neighborhood and the County.
The proposed use is expected to have minimal impact on the health, safety, and welfare of
the inhabitants of the neighborhood and the County. Business -related traffic will be minimal,
Page 6 of 9
and operations will occur primarily off -site at specific job locations. A Nuisance and Waste
Management Plan has been developed and is included with this request.
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.
There are no existing irrigation ditches or canals crossing this site. The improvements on -site
are existing, and no new improvements are proposed. The livestock corrals and roping arena
currently on site will be removed to allow for the commercial operations proposed.
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 site is not located within any Floodplain, Geologic Hazard, or Historic Townsites
Overlay Districts.
The subject property is located in an Airport Overlay District.
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.
No state or federal permits are anticipated with this USR. The loading and unloading of
materials will occur off -site at each job location. Should state or federal permits be
determined to be required, it is requested to be a Condition of Approval to the USR.
Environmental Health Questions: (Chapters 14, 23, and 30 of the Weld County Code)
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.
There is a Central Weld County Water District water tap served under account no. 003405-02
that currently supplies water service to the residence. A copy of the water bill is included
with this application.
Bottled water will be provided for off -site employees as they will be on -site for less than 2
consecutive hours per day. No changes to the water source are proposed.
Page 7 of 9
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 system permit due to the age of the existing on -site wastewater
treatment system, apply for an on -site wastewater treatment system permit through the
Department of Public Hearing 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.)
There is an existing septic system, permit no. SP -0100388, that provides sewage disposal to
the residence. No change to the existing septic system is proposed.
Portable toilets will be provided for off -site employees as they will be on -site for less than 2
consecutive hours per day. The operator will utilize an appropriate sanitary services provider
to manage the toilets and remove and dispose of contents as needed in accordance with
applicable requirements.
3. If storage or warehousing is proposed, what type of items will be stored?
The site is not proposed to be used for long-term storage or warehousing.
MVJ Transports will supply pipe to oil and gas companies around Weld County. When the
pipe is not in use at job locations, it will be stored on -site. In addition, two cargo containers
will store tools and equipment for business operations. These will be set in the designated
storage areas as depicted on the site plan. The storage area totals approximately 4,400 square
feet.
4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum
will occur on this site.
The site is not proposed to be used for the storage and/or stockpiling of wastes, chemicals, or
fuel.
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.
There is no fuel storage proposed.
6. If there will be washing or vehicles or equipment on site, indicate how the wash water
will be contained.
Washing of vehicles or equipment is not proposed.
Page 8 of 9
7. If there are floor drains, indicate how the fluids will be contained.
No floor drains are existing or proposed.
8. Indicate if there will be any air emissions (e.g. painting, oil storage, etc.).
The trucking operations occur primarily off -site at each job location. The on -site parking is
expected to be well below the air pollution emission notice (APEN) permit thresholds.
9. Provide a design and operations plan if applicable (e.g. composting, landfills, etc.)
N/A.
10. Provide a nuisance management plan if applicable (e.g. dairies, feedlots, etc.)
N/A.
11. Additional information may be requested depending on type of land use requested.
Noted.
Public Works Questions: (Section 8-11-40, Appendix 8-Q, and Section 8-14-10 of the Weld
County Code)
1. Describe the access location and applicable use types (i.e., 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.
There is an existing shared agricultural and residential access located on WCR 52
approximately 950 feet west of WCR 47 that serves the residence and the parcels adjacent to
the west and north of the subject property.
There is an existing private agricultural access on WCR 52 approximately 700 feet west of
WCR 47 that solely serves the subject property. A new access permit to change the use of the
second access to commercial is requested to be a Condition of Approval to the USR.
2. Describe any anticipated change(s) to an existing access, if applicable.
No additional access points are proposed. A new access permit for commercial use will be
submitted upon USR conditional approval.
Page 9 of 9
3. Describe in detail any existing or proposed access gate including its location.
The residential access is not gated. The commercial access is proposed to have a gate for
security of the site.
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.
WCR 52 is a local gravel road maintained by Weld County. The adjacent parcel to the south
has existing residential and agricultural access located approximately 700 feet west of WCR
47. There is an existing shared agricultural and residential access located on WCR 52
approximately 950 feet west of WCR 47 that serves the residence and the parcels adjacent to
the east and north of the subject property. The adjacent parcel located to the east of the
subject property has an existing residential and agricultural access approximately 225 feet
west of WCR 47.
5. Describe any difficulties seeing oncoming traffic from an existing access and any
anticipated difficulties seeing oncoming traffic from a proposed access.
As WCR 52 is a relatively flat and straight roadway in front of the entrance, and there are no
significant visual obstructions in the sight triangles, no difficulties seeing oncoming traffic
from the existing access are anticipated.
6. Describe any horizontal curve (using terms like mid curve, sharp curve, reverse curve,
etc.) in the vicinity of an existing or proposed access.
WCR 52 is a relatively flat and straight roadway in front of the entry and there are no significant
horizontal curves in the vicinity of the existing approved access.
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.
WCR 52 is a relatively flat and straight roadway in front of the entry.
AGPROfessionals
DEVELOPERS OF AGRICULTURE
May 23, 2024
Weld County Planning Department
Attn: Diana Aungst
1402 N 17th Avenue
Greeley, Colorado 80631
RE: USR (PRE23-0260) — Response to Completeness Review Comments
Ana Holguin & Mario Contreras
AGPRO Project #2387-01
Dear Mrs. Aungst:
This letter is provided to address the Completeness Review comments from staff dated May 15,
2024. Responses to the review comments are indicated in BLUE below.
Planning Services
1. What do the trucks haul besides pipe?
'IVJ Transports does store pipe on site and deliver this to oil and gas sites; however, this is not
the only product or equipment delivered. As stated in Planning Question #2, MVJ Transports
specializes in delivering equipment and materials to oil and gas sites. The equipment or material
being delivered is based on the oil and gas company's specific needs. MVJ Transports does not
store all the equipment or materials they may deliver on site but may pick this up from other
locations to be delivered.
2. Why are there frac tanks on site?
Frac tanks are equipment that MVJ Transports deliver to oil and gas sites for use in their
operations.
3. On the questionnaire, Planning #2 — Three structures are described but the USR map shows 4
structures. Are there 3 or 4 please verify and update.
We confirmed there are a total of four structures along the northwest corner which include the
residence, two carports, and a shed. These have been updated in the planning narrative questions
# 1 and # 11 and re -labeled on the USR map.
4. On the questionnaire, Planning #10 -- what is a service truck? How big? Is it a pick-up? F-350?
Or Something else?
A service truck is a pick-up truck. Question #10 has been updated to read 4 — Service pick-up
trucks.
ENGINEERING, PLANNING, CONSULTING & REAL ESTATE
HQ & Mailing: 3050 67th Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 970-535-9854 fax
Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 833011208-595-5301 www.aros.com
Page 2 of 2
5. The access is tricky. Please note that there is no "existing commercial access". The driveway
on the east side of the property is not permitted and will need to go through a permitting review
in the future. If this easterly access is not approved then the property owner will need to get
permission from the property owner to the east where the easement is.
It is noted there is no existing commercial access. Public Works Question #1 explains the eastern
access has been an existing agricultural access which is visible on aerial imagery. It is also noted
that a change of use for a commercial access is being requested for this access. The site plan will
be revised to state this is an existing access, but not refer to it as commercial.
There is no easement with the property owner to the east and there is an existing documented
easement for the property to the west.
Please contact me at (970) 535-9318 or hdutrow@agpros.com if you have any questions.
Sincerely,
Hannah Dutrow
Land Planner III
CC:
Diana Aungst, Weld County Planning Department daungst(a�weld.gov
Lauren Light llight@weld.gov
Melissa King mking@weid.gov
Enclosures:
1. 5/15/2024 Completeness Review
2. Revised questionnaire
3. Revised USR Site Plan
FOR COMMERCIAL OR INDUSTRIAL BUILDINGS,
PLEASE COMPLETE THE FOLLOWING INFORMATION:
MVJ TRANSPORTS INC
Business Name: Phone:
Address: 22815 County Road 52 City, state, zip:
Business Owner: Phone:
Home Address: 22815 County Road 52 Lot B City, state, zip: Greeley, CO 80631
(303) 882-2473
Greeley, CO 80631
(303) 882-2473
Mario Contreras
List up to three persons in the order to be called in the event of an emergency:
Name
Mario Contreras
Title
President
Phone
(303) 882-2473
Address
22815 County Road 52 Lot B, Greeley, CO 80631
Ana Holguin
Vice President
(720) 660-0032
22815 County Road 52 Lot B, Greeley. CO 80631
Damariz Medrano Broker
(970) 888-4694
1609 Balsam Ave, Greeley, CO 80631
Business Hours: 24 hours/day Days: 7 days/week
Utility Shut Off Locations:
Main Electrical:
Gas Shut Off:
Exterior Water Shutoff: _
Interior Water Shutoff:
01/24
13
Weld County Drainage Report
For
MVJ Transports, Inc.
SECTION 26, TOWNSHIP 5N, RANGE 65W OF THE 6TH P.M.,
COUNTY OF WELD, STATE OF COLORADO
AGPROfessionals
DEVELOPERS F AGRICULTURE
AGPROfessionals
HQ: 3050 67t'' Avenue, Greeley, CO 80634
Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301
(970) 535-9318
03/22/2024
MVJ Transports, Inc. - Drainage Report
Table of Contents
Certifications 3
Introduction 5
1. Location 5
2. Description of Property 5
Drainage Basin and Sub -Basins 6
1. Major Basin Description 6
2. Sub -Basin Description 6
Drainage Design Criteria 6
1. Development Criteria 6
2. Hydrological Criteria 6
3. Hydraulic Criteria 7
Drainage Facility Design 8
1. General Concept 8
2. Specific Details 8
Conclusions 10
1. Compliance with Weld County Code 10
2. Drainage Concept 10
List of References 11
Appendices
A. Hydrologic Computations
a. Vicinity Map
b. USDA-NRCS Soil Report
c. USGS Topographic Map
d. FEMA FIRMette Map
e. NOAA Atlas 14 Rainfall Maps
f. Percentage of Imperviousness
g. UDFCD Historical Runoff Calculations and Time of Concentration Calculations
h. UD Rational Runoff Calculations
B. Hydraulic Computations
a. 10 -Year Historic Release Rate
b. UDFCD Detention Volume
c. UDFCD Stage Storage
d. UDFCD WQCV
e. UDFCD Restrictor Plate
f. UDFCD Outlet Structure
g. UDFCD Spillway
C. 24x36 Maps
a. General Drainage Plan
b. Drainage and Erosion Control Plan
c. Drainage and Erosion Control Details
M VJ Transports, Inc. - Drainage Report
Certifications
I hereby certify that this drainage report for MV.1 Transports, Inc., the USR was prepared
under my direct supervision in accordance with the provisions of the Weld County storm
drainage criteria for the owners thereof
Valene . or , P.E.
Professional Engineer
AGPROfessionals
Brook Delaney, EIT
Engineer
AGPROfessionals
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MVJ Transports, Inc. - Drainage Report
Weld County Certification of Compliance
This page was intentionally left blank.
AGPROfessionals Page 4 of 12
MVJ Transports, Inc. - Drainage Report
Introduction
1. Location
The proposed site is in part of the Southeast 1/4 of Section 26, Township 5 North, Range
65 West of the 6th PM. This site is located approximately 4 miles southeast of Garden
City. The proposed site is bordered on the south by Weld County Road (WCR) 52. The
nearest road to the east is WCR 47. No other major roadways are located within or
adjacent to the property. A vicinity map is shown in Appendix A.
2. Description of Property
The applicant is proposing the development of 2.71 acres of the 3.52 -acre parcel. The
remainder of the site is an existing residential area and flows off site. The proposed site
currently consists of rangeland grasses and animal corrals. There are three types of soil:
Valent sand (0 to 3 percent slope) and (3 to 9 percent slope), Vona loamy sand (0 to 3
percent slope), and Aquolls and Aquepts (flooded). The majority of the soil is well
drained, hydrologic soil group A (see USDA-NRCS soil report in Appendix A). There
are no major open channels within or adjacent to the proposed property. The project site
and surrounding parcels are zoned Agricultural.
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MVJ Transports, Inc. - Drainage Report
Drainage Basin and Sub -Basins
1. Major Basin Description
The proposed site is in rural Weld County in Greeley, Colorado. A Master Drainage Plan
for the site area is not currently available. Historically, the basin drainage flows
predominantly towards the northwest direction. The site has relatively flat topography
with slopes from 0 to 2 percent predominately to the northwest corner of the property.
A topographic map was downloaded from the United States Geological Survey (USGS)
website and is shown in Appendix A. Historically, there have been no previous drainage
issues with the property.
A Federal Emergency Management Administration (FEMA) map of the project area is
included in Appendix A. The property is located on panel 08123C1775E and is not
currently located within a floodplain.
2. Sub -Basin Description
The site was evaluated as one sub -basin. Sub -Basin A flows northwest to the proposed
detention pond. The existing residential area was considered as Off -site Basin 1, area will
not have any improvements made. Off -site Basin 1 is the area north of the proposed
detention pond that flows away from the site.
Stormwater runoff from the west flows away from the site to the northwest. Stormwater
from the north should continue to flow to the northwest away from the site. Stormwater
from the east flows northwest towards the site. Stormwater from the south is intercepted
by WCR 52.
Drainage Design Criteria
1. Development Criteria
The proposed site runoff was evaluated using the criteria set forth in the Urban Drainage
and Flood Control District (UDFCD) Criteria Manual Volumes 1, 2, and 3 and the Weld
County Engineering and Construction Criteria Guidelines (WCECG) manual.
2. Hydrological Criteria
From NOAA Atlas 14 Fort Lupton, Colorado, precipitation station, the estimated rainfall
from the 100 -year, 1 -hour precipitation is 2.71 inches (see NOAA Atlas 14 Precipitation
Data in Appendix A). This value was used for runoff calculations.
Percentage of imperviousness was determined using the recommended values from
UDFCD Table 6-3. The overall percentage of imperviousness for the proposed site was
AGPROfessionals Page 6 of 12
MVJ Transports, Inc. - Drainage Report
determined to be approximately 41 percent (see Percentage of Imperviousness
Calculation in Appendix A).
Using the 10 -year, 1 -hour and 100 -year, 1 -hour design storm and the UDFCD Detention
Basin spreadsheet, the peak runoff flowrate was estimated using the Modified FAA
method. The peak runoff flowrates were calculated using the time of concentration, the
runoff coefficient, and the precipitation depth (see UDFCD Runoff Calculation in
Appendix A).
Table 1: Peak Runoff Flowrates
Peak Runoff
10 Year Peak
Flowrate
(cfs)
100 Year Peak
Flowrate
(cfs)
0.42
3.93
Historic
(10
-year) Total
Proposed Total
2.89
7.42
cfs = cubic feet per second
3. Hydraulic Criteria
The 10 -year historic release rate was determined using the area of the proposed site and
an estimated two percent historic imperviousness (see 10 -Year Historic Release Rate
calculation in Appendix B). The volume required for the proposed detention pond was
calculated to be 0.29 acre-feet. The release rate was calculated to be 0.42 cubic feet per
second. The required detention volume was calculated using the Modified FAA method
from the UDFCD Detention Basin Volume Estimating Workbook (see UDFCD
Detention Volume calculation in Appendix B). The proposed detention pond will have a
capacity greater than the required 0.29 acre-feet at the 100 -year water surface elevation
with an additional 1 foot of freeboard (see Table 2 and UDFCD Stage Storage in
Appendix B).
Table 2: Stage Storage Summar
Pond Stage
(Drainage Basin 1)
Elevation (feet)acre-feet)
Volume
Required
Volume at
Pond
Elevation
(acre-feet)
WQCV
4660.00
0.09
0.153
100-Year/Spillway
Crest
4661.00
0.29
0.338
4662.00
-
0.559
Top
of
Pond
An orifice plate is proposed for the outlet structure that is designed to release the water
quality capture volume (WQCV) over 40 hours. The WQCV is included within the
detention volume for the 100 -year storm. A restrictor plate is proposed to control the
flowrate through the outlet culvert (see UDFCD WQCV and UDFCD Restrictor Plate
calculations in Appendix B). A single stage outlet structure is proposed with a rectangular
opening and a 6 -inch reinforced concrete pipe (RCP) culvert (see UDFCD Outlet
Structure and UDFCD Outlet Culvert in Appendix B). A spillway is proposed that is
designed to release the 100 -year peak flowrate from the site. The spillway crest will be at
or above the invert of the freeboard elevation and the depth of the flow should be less
AGPROfessionals
Page 7 of 12
MVJ Transports, Inc. - Drainage Report
than six inches (see UDFCD Spillway in Appendix B). OS -1 flows off site and was not
accounted for in the pond sizing. Swales culverts and riprap calculations will be
completed with the final drainage report.
Drainage Facility Design
1. General Concept
A detention pond is proposed along the eastern side of the site. Runoff should generally
sheet flow towards the pond. The pond is designed to detain the 100 -year storm event and
release at the 10 -year historic rate. The site should not significantly alter the historic
drainage pattern. A general drainage plan, drainage and erosion control plan, and
drainage and erosion control details are shown in Appendix C.
2. Specific Details
Maintenance access is provided on the southwest corner of the pond.
A. Scheduled Maintenance of Proposed Facilities
Scheduled maintenance will occur during daylight, weekday hours. Routine maintenance
will include but should not be limited to the following:
• Mowing of the bank slopes and area around the pond on a monthly basis during
the growing season and as needed during the cooler months.
• The outfall structure from the pond and other areas shall be inspected monthly for
debris which could inhibit the proper flow of discharge. Any debris shall be
removed immediately and disposed of or placed in a location to prevent future
maintenance and to not cause impact up or downstream of the structure.
• Trash shall be removed from around the pond to prevent entering the pond.
Generally, the site should be kept free of loose trash which could be carried off
site by wind or rain.
• Inspect the pond and outfall structure for non -routine maintenance need.
B. Periodic or Non -Scheduled Maintenance of Proposed Facility
Periodic or non-scheduled maintenance includes routine inspection of the pond area and
discharge/outfall structures to identify needed repairs and non -routine maintenance.
These items may include but should not be limited to the following:
• Pond area and outfall structure should be inspected after significant storm events
• Re -growth of trees on or around the pond bank should be cut and removed from
the pond area
• Sediment from the site may accumulate in the pond bottom and reduce the pond
to below design volume requirements. The pond should be excavated if the pond
bottom elevation reaches a level that allows excessive aquatic growth or reduces
the pond efficiency such that the sediments are passing the discharge structure and
release off site.
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MVJ Transports, Inc. - Drainage Report
• Stabilization or re -grading of side slopes may be required periodically or after
excessive rain events. Any disturbance of slopes should be reseeded or may
require installation of erosion control materials until seeding can reestablish
adequate grasses to prevent future erosion.
• Any other maintenance or repairs which would minimize other maintenance to the
pond or outfall structure
If the pond is significantly impaired such that the pond is incapable of properly
functioning to meet the Weld County stormwater discharge requirements, the owner
should assess the corrective action needed and have the pond restored by properly trained
personnel.
AGPROfessionals Page 9 of 12
MVJ Transports, Inc. - Drainage Report
Conclusions
1. Compliance with Weld County Code
The drainage design of MVJ Transports, Inc. is consistent with the Weld County
Engineering and Construction Guidelines and the Weld County Code.
2. Drainage Concept
Historical flow patterns and run-off amounts should be maintained in such a manner that
should reasonably preserve the natural character of the area and prevent property damage
of the type generally attributed to run-off rate and velocity increases, diversions,
concentration and/or unplanned ponding of storm run-off for the 100 -year storm event.
The drainage design included in this report should be effective in controlling damage
from the design storm runoff by detaining the 100 -year, 1 -hour storm event and releasing
at the 10 -year historic rate. No irrigation companies or property owners should be
affected by the proposed development.
AGPROfessionals Page 10 of 12
MVJ Transports, Inc. - Drainage Report
List of References
Federal Emergency Management Agency. "FEMA Flood Map Service Center." FEMA
Flood Map Service Center. FEMA, 20 Jan. 2016. Web. 20 March 2024.
<https://msc.fema.gov/portal>.
United State Department of Agriculture — Natural Resources Conservation Service.
Hydraulics Formula. Computer Software. Hydraulics Formula Version 2.2.1.
United State Department of Agriculture — Natural Resources Conservation Service. Rock
Chute Design Program. Computer Software. Version WI -July -2010.
<https://www.nres.usda.gov/Internet/FSE_DOCUMENTS/nrcs 142p2_024.307.xls>.
United States Department of Agriculture - Natural Resources Conservation Service.
"Web Soil Survey." Web Soil Survey. USDA - NRCS, 2006. Web. 20 March 2024.
<http : //web soil survey. sc. egov.usda. gov/App/Web SoilSurvey. aspx>.
United States Department of Commerce - National Oceanic and Atmospheric
Administration. "NOAA's National Weather Service." Point Precipitation Frequency
Estimates. USDC - NOAA National Weather Service. Web. 20 March 2024.
<https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.3194&lon=-
104.7041 &data=depth&units=english&series=pds>.
United States Geological Survey. "Maps." Overview - Maps, United States Geological
Survey. USGS, 2016. Web. 7 March 2019. <www.usgs.gov/products/maps/topo-maps>.
Urban Drainage and Flood Control District. Calculation of Peak Runoff Using Rational
Method. Computer software. Software. Version 1.02a. <http://udfcd.org/software>.
Urban Drainage and Flood Control District. Detention Basin Volume Estimating
Workbook. Computer software. Software. Version 2.34. <http://udfcd.org/software>.
Urban Drainage and Flood Control District. Determination of Culvert Headwater and
Outlet Protection. Computer Software. UD-Culvert Version 3.05.
<hftp://udfcd.org/software>.
Urban Drainage and Flood Control District. Peak Runoff Prediction by the Rational
Method. Computer software. Software. Version 2.00. <http://udfcd.org/software>.
Mile High Flood District. "Urban Storm Drainage Criteria Manual Volume 1." USDCM:
Volume 1 Management, Hydrology and Hydraulics. UDFCD, Aug. 2018. Web. 20 March
2024. < https://mhfd.org/resources/criteria-manual-volume-1 / >.
Mile High Flood District. "Urban Storm Drainage Criteria Manual Volumes 2." USDCM:
Volume 2 Structures, Storage and Recreation. UDFCD, Sep. 2017. Web. 20 March 2024.
< https://mhfd.org/resources/criteria-manual-volume-2/ >.
AGPROfessionals Page 11 of 12
MVJ Transports, Inc. - Drainage Report
Weld County. "Property Portal - Map Search." Property Portal - Map Search. Weld
County, 19 Dec. 2017. Web. 20 March 2024.
<https://propertyreport.co.weld.co.us/?account=R6780080>.
Weld County. "Weld County Engineering and Construction Criteria Guidelines." Weld
County Engineering, July 2017. Web. 20 March 2024.
<www.weldgov.com/UserFiles/Servers/Server 6/File/Departments/Public%20Works/En
gineering/WCECG%20-%208-3-17.pdf.>
AGPROfessionals Page 12 of 12
Appendix A
Hydrologic Computations
This map is a user generated static output from an Internet mapping site and is for
reference only. Data layers that appear on this map may or may not be accurate,
current, or otherwise reliable.
THIS MAP IS NOT TO BE USED FOR NAVIGATION
USDA United States
Department of
Agriculture
11
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Weld County,
Colorado,
Southern Part
March 8, 2024
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nrcs142p2_053951).
142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface 2
How Soil Surveys Are Made 5
Soil Map 8
Soil Map 9
Legend 10
Map Unit Legend 11
Map Unit Descriptions 11
Weld County, Colorado, Southern Part 13
4 Aquolls and Aquepts, flooded 13
69 Valent sand, 0 to 3 percent slopes 14
70 Valent sand, 3 to 9 percent slopes 16
72 Vona loamy sand, 0 to 3 percent slopes 18
References 20
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil -vegetation -landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil -landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil -landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field -observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
6
Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
40° 21' 53" N
4
0
0
40° 21' 46" N
104° 37' 30" W
104° 37 30" W
I
531850
4
531850
531880
•
Custom Soil Resource Report
Soil Map
531910
valid at this scale.
531880
531910
531940
531970
532000
Map Scale: 1:1,190 if printed on A portrait (8.5" x 11") sheet.
531940
Meters
0 15 30 60 80
Feet
0 50 100 200 300
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
531970
5;32000
104° 37' 22" W
104° 37 22" W
4
0
0
4
40° 21' 53" N
40° 21' 46" N
9
Custom Soil Resource Report
MAP LEGEND
Area of Interest (AO!)
Area of Interest (AO1)
Soils
EST
C
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
C7
C7
C7
C7
C7
C7
L:J
[:1
Cis]
L1i
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
r Rails
II
Background
IL
Interstate Highways
US Routes
Major Roads
Local Roads
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA -MRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 22, Aug 24, 2023
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jun 8, 2021 Jun 12,
2021
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
10
Custom Soil Resource Report
Map Unit Legend
Map
Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
4
Aquolls and Aquepts,
flooded
0.0
1.1%
69
Valent
slopes
sand, 0 to 3
percent
2.4
54.0%
70
Valent
slopes
sand,
3
to 9
percent
0.4
8.6%
72
Vona
loamy sand,
percent slopes
0 to 3
1.6
36.3%
Totals for Area of Interest
4.5
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
11
Custom Soil Resource Report
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12
Custom Soil Resource Report
Weld County, Colorado, Southern Part
4—Aquolls and Aquepts, flooded
Map Unit Setting
National map unit symbol: 3621
Elevation: 3,600 to 4,700 feet
Mean annual precipitation: 12 to 16 inches
Mean annual air temperature: 50 to 55 degrees F
Frost -free period: 100 to 165 days
Farmland classification: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Aquolls and similar soils: 55 percent
Aquepts, flooded, and similar soils: 25 percent
Minor components: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Aquolls
Setting
Landform: Drainageways, plains, depressions
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Recent alluvium
Typical profile
HI - 0 to 8 inches: variable
H2 - 8 to 60 inches: stratified sandy loam to clay
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high
(0.06 to 6.00 in/hr)
Depth to water table: About 6 to 36 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Calcium carbonate, maximum content: 10 percent
Maximum salinity: Moderately saline to strongly saline (8.0 to 16.0 mmhos/cm)
Sodium adsorption ratio, maximum: 5.0
Available water supply, 0 to 60 inches: Low (about 4.7 inches)
Interpretive groups
Land capability classification (irrigated): 6w
Land capability classification (non irrigated): 6w
Hydrologic Soil Group: D
Ecological site: R067BY035CO - Salt Meadow
Hydric soil rating: Yes
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Custom Soil Resource Report
Description of Aquepts, Flooded
Setting
Landform: Stream terraces
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Recent alluvium
Typical profile
HI - 0 to 8 inches: variable
H2 - 8 to 60 inches: stratified sandy loam to clay
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high
(0.06 to 6.00 in/hr)
Depth to water table: About 6 to 36 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Calcium carbonate, maximum content: 10 percent
Maximum salinity: Moderately saline to strongly saline (8.0 to 16.0 mmhos/cm)
Sodium adsorption ratio, maximum: 5.0
Available water supply, 0 to 60 inches: Low (about 4.7 inches)
Interpretive groups
Land capability classification (irrigated): 6w
Land capability classification (nonirrigated): 6w
Hydrologic Soil Group: D
Ecological site: R067BY038CO - Wet Meadow
Hydric soil rating: Yes
Minor Components
Thedalund
Percent of map unit: 10 percent
Hydric soil rating: No
Haverson
Percent of map unit: 10 percent
Hydric soil rating: No
69 Valent sand, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 2tczd
Elevation: 3,000 to 5,210 feet
Mean annual precipitation: 13 to 20 inches
14
Custom Soil Resource Report
Mean annual air temperature: 48 to 52 degrees F
Frost -free period: 130 to 166 days
Farmland classification: Farmland of local importance
Map Unit Composition
Valent and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Valent
Setting
Landform: Interdunes
Landform position (two-dimensional): Footslope, toeslope
Landform position (three-dimensional): Base slope
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Noncalcareous eolian sands
Typical profile
A - 0 to 5 inches: sand
AC - 5 to 12 inches: sand
CI - 12 to 30 inches: sand
C2 - 30 to 80 inches: sand
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Runoff class: Negligible
Capacity of the most limiting layer to transmit water (Ksat): High to very high (6.00
to 39.96 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 1 percent
Maximum salinity: Nonsaline (0.1 to 1.9 mmhos/cm)
Available water supply, 0 to 60 inches: Very low (about 2.4 inches)
Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (non irrigated): 6e
Hydrologic Soil Group: A
Ecological site: R072XA021 KS - Sands (North) (PE 16-20), R067BY015CO -
Deep Sand
Hydric soil rating: No
Minor Components
Dailey
Percent of map unit: 5 percent
Landform: Interdunes
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Base slope
Down -slope shape: Linear
Across -slope shape: Concave
Custom Soil Resource Report
Ecological site: R072XA022KS - Sandy (North) Draft (April 2010) (PE 16-20),
R067BY015CO - Deep Sand
Hydric soil rating: No
Julesburg
Percent of map unit: 5 percent
Landform: Interdunes
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Base slope
Down -slope shape: Linear
Across -slope shape: Linear
Ecological site: R067BY024CO - Sandy Plains, R072XA022KS - Sandy (North)
Draft (April 2010) (PE 16-20)
Hydric soil rating: No
Vona
Percent of map unit: 5 percent
Landform: Interdunes
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Base slope
Down -slope shape: Linear
Across -slope shape: Linear
Ecological site: R067BY024CO - Sandy Plains, R072XA022KS - Sandy (North)
Draft (April 2010) (PE 16-20)
Hydric soil rating: No
70 Valent sand, 3 to 9 percent slopes
Map Unit Setting
National map unit symbol: 2tczf
Elevation: 3,050 to 5,150 feet
Mean annual precipitation: 12 to 18 inches
Mean annual air temperature: 48 to 55 degrees F
Frost -free period: 130 to 180 days
Farmland classification: Not prime farmland
Map Unit Composition
Valent and similar soils: 80 percent
Minor components: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Valent
Setting
Landform: Dunes, hills
Landform position (two-dimensional): Summit, shoulder, backslope, footslope
Landform position (three-dimensional): Side slope, crest, head slope, nose slope
Down -slope shape: Convex, linear
Across -slope shape: Convex, linear
Parent material: Noncalcareous eolian sands
Custom Soil Resource Report
Typical profile
A - 0 to 5 inches: sand
AC - 5 to 12 inches: sand
Cl - 12 to 30 inches: sand
C2 - 30 to 80 inches: sand
Properties and qualities
Slope: 3 to 9 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High to very high (6.00
to 39.96 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 1 percent
Maximum salinity: Nonsaline (0.0 to 1.9 mmhos/cm)
Available water supply, 0 to 60 inches: Very low (about 2.4 inches)
Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: A
Ecological site: R067BY015CO - Deep Sand, R072XY109KS - Rolling Sands
Hydric soil rating: No
Minor Components
Dailey
Percent of map unit: 10 percent
Landform: Interdunes
Landform position (two-dimensional): Footslope, toeslope
Landform position (three-dimensional): Base slope
Down -slope shape: Linear
Across -slope shape: Concave
Ecological site: R067BY015CO - Deep Sand, R072XA021 KS - Sands (North) (PE
16-20)
Hydric soil rating: No
Vona
Percent of map unit: 5 percent
Landform: Hills
Landform position (two-dimensional): Shoulder, backslope, footslope
Landform position (three-dimensional): Head slope, nose slope, side slope, base
slope
Down -slope shape: Linear
Across -slope shape: Linear
Ecological site: R067BY024CO - Sandy Plains, R072XA022KS - Sandy (North)
Draft (April 2010) (PE 16-20)
Hydric soil rating: No
Haxtun
Percent of map unit: 5 percent
Landform: Interdunes
Landform position (two-dimensional): Footslope, toeslope
17
Custom Soil Resource Report
Landform position (three-dimensional): Base slope
Down -slope shape: Linear
Across -slope shape: Concave
Ecological site: R072XY111 KS - Sandy Plains, R067BY024CO - Sandy Plains
Hydric soil rating: No
72 Vona loamy sand, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 363r
Elevation: 4,600 to 5,200 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 55 degrees F
Frost -free period: 130 to 160 days
Farmland classification: Farmland of local importance
Map Unit Composition
Vona and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Vona
Setting
Landform: Terraces, plains
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Alluvium and/or eolian deposits
Typical profile
HI - 0 to 6 inches: loamy sand
H2 - 6 to 28 inches: fine sandy loam
H3 - 28 to 60 inches: sandy loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00
in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 15 percent
Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm)
Available water supply, 0 to 60 inches: Moderate (about 6.5 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (non irrigated): 4e
18
Custom Soil Resource Report
Hydrologic Soil Group: A
Ecological site: R067BY024CO - Sandy Plains
Hydric soil rating: No
Minor Components
Remmit
Percent of map unit: 10 percent
Hydric soil rating: No
Valent
Percent of map unit: 5 percent
Hydric soil rating: No
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
N ational Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U .S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nres/detai I/national/soils/?cid=nres 142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=n res142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=n res142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
U nited States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
U nited States Department of Agriculture, Natural Resources Conservation Service.
N ational forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nrcs142p2_053374
p2_053374
U nited States Department of Agriculture, Natural Resources Conservation Service.
N ational range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepastu re/?cid=stelprdb 1043084
20
Custom Soil Resource Report
U nited States Department of Agriculture, Natural Resources Conservation Service.
N ational soil survey handbook, title 430 -VI. http://www.nrcs.usda.gov/wps/portal/
nres/detai I/soils/scientists/?cid=nres 142p2 054242
U nited States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nrcs142p2_053624
U nited States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nres.usda.gov/Internet/FSE_DOCUMENTS/nres142p2_052290.pdf
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Precipitation Frequency Data Server
NOAA Atlas 14, Volume 8, Version 2
Location name: Greeley, Colorado, USA*
Latitude: 40.3645°, Longitude: -104.6241°
Elevation: 4659 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale
Unruh, Michael Yekta, Geoffery Bonnin
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF _ graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration
5 -min
10 -min
15 -min
30 -min
60 -min
2 -hr
3 -hr
6 -hr
12 -hr
24 -hr
2 -day
3 -day
4 -day
7 -day
10 -day
20 -day
30 -day
45 -day
60 -day
r
Average recurrence interval (years)
1
2
0.243
(0.200-0.298)
0.356
(0.294-0.437)
0.434
(0.358-0.532)
0.294
(0.242-0.361)
0.431
(0.354-0.528)
0.525 -
(0.432-0.644)
0.583
(0.481-0.715)
0.704
(0.579-0.864)
0.725
(0.597-0.888)
0.866
(0.719-1.05)
0.949
(0.791-1.15)
1.09
(0.914-1.31)
0.862
(0.710-1.06)
1.02
(0.846-1.24)
1.11
(0.920-1.34)
1.28
(1.07-1.54)
1.27
(1.07-1.51)
1.51
(1.28-1.80)
1.51
(1.29-1.78)
1.74
(1.49-2.04)
1.90
(1.64-2.22)
2.03
(1.76-2.36)
2.31
(2.00-2.66)
2.55
(2.22-2.92)
3.26
(2.86-3.70)
3.83
(3.38-4.34)
4.52
(4.01-5.09)
5.08
(4.52-5.70)
1.78
(1.51-2.10)
2.06
(1.76-2.41)
2.22
(1.91-2.59)
2.36
(2.03-2.74)
2.69
(2.34-3.10)
2.98
(2.60-3.42)
3.77
(3.31-4.29)
4.40
(3.88-4.99)
5.20
(4.60-5.86)
5.86
(5.21-6.58)
5
10
25
0.391
(0.320-0.481)
0.572
(0.469-0.705)
0.698
(0.572-0.859)
0.935
(0.767-1.15)
1.14
(0.932-1.40)
1.34
(1.10-1.63)
1.44
(1.19-1.75)
1.67
(1.40-2.02)
1.97
(1.65-2.35)
2.27
(1.92-2.69)
2.61
(2.22-3.06)
2.78
(2.38-3.25)
2.92
(2.51-3.41)
3.34
(2.88-3.86)
3.69
(3.20-4.25)
4.59
(4.02-5.24)
5.32
(4.68-6.05)
6.26
(5.53-7.08)
7.08
(6.27-7.97)
0.484
(0.394-0.599)
0.632
(0.501-0.839)
0.709
(0.577-0.878)
0.865
(0.704-1.07)
0.925
(0.733-1.23)
1.13
(0.894-1.50)
1.16
(0.943-1.44)
1.41
(1.15-1.75)
1.66
(1.36-2.04)
1.79
(1.47-2.18)
2.07
(1.71-2.50)
2.40
(2.00-2.88)
2.72
(2.29-3.25)
3.10
(2.63-3.66)
3.28
(2.79-3.85)
3.43
(2.93-4.02)
3.89
(3.34-4.52)
4.28
(3.69-4.96)
5.26
(4.57-6.04)
6.06
(5.29-6.92)
7.11
(6.24-8.08)
8.04
(7.08-9.10)
1.52
(1.20-2.02)
1.86
(1.48-2.49)
2.20
(1.78-2.94)
2.38
(1.92-3.16)
2.71
(2.21-3.55)
3.07
(2.50-3.94)
3.43
(2.80-4.33)
3.84
(3.15-4.76)
4.02
(3.31-4.96)
4.18
(3.45-5.13)
4.68
(3.87-5.66)
5.10
(4.23-6.12)
6.16
(5.14-7.29)
7.04
(5.90-8.27)
8.23
(6.91-9.59)
9.29
(7.83-10.8)
50
0.761
(0.582-1.02)
1.11
(0.852-1.49)
1.36
(1.04-1.82)
1.83
(1.40-2.45)
2.26
(1.73-3.05)
2.70
(2.09-3.61)
2.91
(2.27-3.89)
3.29
(2.58-4.34)
3.66
(2.88-4.74)
4.02
(3.19-5.14)
4.44
(3.54-5.60)
4.63
(3.71-5.80)
4.79
(3.85-5.97)
5.30
(4.27-6.52)
5.74
(4.64-7.00)
6.84
(5.57-8.24)
7.78
(6.36-9.30)
9.04
(7.42-10.7)
10.2
(8.39-12.0)
100
200
500
0.903
(0.660-1.25)
1.32
(0.966-1.82)
1.61
(1.18-2.22)
2.17
(1.59-3.00)
2.71
(1.99-3.76)
3.25
(2.40-4.47)
3.53
(2.62-4.84)
3.94
(2.96-5.34)
4.30
(3.24-5.73)
1.06
(0.735-1.51)
1.29
(0.851-1.89)
1.55
(1.08-2.21)
1.89
(1.31-2.70)
2.56
(1.77-3.64)
3.22
(2.23-4.60)
3.88
(2.72-5.50)
4.22
(2.98-5.96)
4.68
(3.33-6.52)
5.01
(3.59-6.88)
4.68
(3.55-6.14)
5.09
(3.89-6.59)
5.39
(3.89-7.30)
5.78
(4.21-7.72)
5.28
(4.06-6.80)
5.45
(4.20-6.98)
5.95
(4.61-7.52)
6.38
(4.96-8.00)
7.51
(5.88-9.29)
8.49
(6.68-10.4)
9.83
(7.77-12.0)
11.0
(8.76-13.4)
1.89
(1.25-2.77)
2.30
(1.52-3.38)
3.12
(2.06-4.58)
3.96
(2.62-5.83)
4.80
(3.21-7.01)
5.26
(3.54-7.64)
5.76
(3.91-8.27)
6.04
(4.12-8.54)
6.41
(4.42-8.95)
6.76
(4.69-9.31)
5.98
(4.38-7.94)
6.97
(4.87-9.54)
AP
6.15
(4.51-8.12)
6.62
(4.89-8.64)
7.04
(5.21-9.10)
7.13
(5.00-9.71)
7.54
(5.33-10.1)
7.91
(5.61-10.6)
8.18
(6.11-10.4)
9.19
(6.91-11.6)
10.6
(7.99-13.3)
11.9
(8.98-14.8)
9.04
(6.47-11.9)
10.1
(7.26-13.2)
11.5
(8.34-15.0)
12.8
(9.33-16.6)
1000
1.48
(0.939-2.18)
2.17
(1.38-3.20)
2.64
(1.68-3.90)
3.58
(2.27-5.28)
4.58
(2.91-6.76)
5.58
(3.58-8.16)
6.14
(3.96-8.91)
6.67
(4.34-9.60)
6.88
(4.53-9.79)
7.24
(4.82-10.2)
7.54
(5.06-10.5)
7.75
(5.24-10.7)
7.91
(5.38-10.9)
8.25
(5.66-11.3)
8.57
(5.91-11.7)
9.67
(6.74-13.0)
10.7
(7.53-14.3)
12.2
(8.61-16.2)
13.5
(9.59-17.9)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency
estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at
upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=40.3645&Ion=-104.6241&data=depth&units=english&series=pds 1/4
3/8/24, 1:42 PM
Precipitation Frequency Data Server
14
12
10
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0
14
12
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icu
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a
eL
PD, -based depth -duration -frequency (DDF) curves
Latitude: 40.354513t Longitude: -104.6241°
C O
E
5 10
25 50 100 200
NOM klas 14, Volume % Version 2
z
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M
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E
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Duration
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500 1000
Average recurrence interval (years)
Created (GMT)_ Fri Mar 8 20:42:01 2024
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Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
1
2
5
1Q
25
50
100
200
500
1 000
Duration
5 -min
i an
15 -man
30 -min
60 -man
2 -hr
7�
6 r
124w
24;ir
2 -day
3 -day
4 -day
7 -day
10 -day
20 -day
30 -day
45 -day
60 -clay
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?Iat=40.3645&Ion=-104.6241 &data=depth&units=english&series=pds
2/4
3/8/24, 1:42 PM Precipitation Frequency Data Server
Large scale map
,to. .
Lower
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3km
p[i I --:?1:i `l
•
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EAST. '
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i
Large scale terrain
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Large scale aerial
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?Iat=40.3645&Ion=-104.6241 &data=depth&units=english&series=pds 3/4
3/8/24, 1:42 PM Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions@noaa.gov
Disclaimer
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?Iat=40.3645&Ion=-104.6241 &data=depth&units=english&series=pds 4/4
AGPROfessional
DEVELOPERS OF AGRICULI URE
Project Number: 2387-01
3050 67th Avenue, Suite 200
Greeley, CO 80634
Telephone (970) 535-9318
www.agpros.com
Designed By: AGPROfessionals
Checked By: CTV
Date: 3/21/24 2:38 PM
Sheet: of
Subject: Impervious Area Calculation - Proposed
= User Entry
Solving for the Percent Impervious (I):
Description
per
UDFCD
Table
6-3
% Impervious
Total
SciFt
Acres Impervious
Roofs
90%
87
0.00
Recycled
Asphalt
Pavement
75%
63,162
1.09
Greenbelts,
Agriculture
2%
54,886
0.03
None
0%
0
0.00
None
0%
0
0.00
None
0%
0
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
118,135
Square Feet
Acres
Total
Total
Impervious
Development
Acres
Acres
48,548
1.11
2.71
118,135
Development
%I
Actual
Design
41%
Impervious
Design Use
50%
AGPROfessional
DEVELOPERS OF AGRICULI URE
Project Number:
2387-01 Date: 3/22/24 9:09 AM
3050 67th Avenue, Suite 200
Greeley, CO 80634
Telephone (970) 535-9318
www.agpros.com
Designed By: AGPROfessionals
Checked By: CTV
Sheet: of
Subject: Impervious Area Calculation - OS -1
= User Entry
Solving for the Percent Impervious (I):
Description
per
UDFCD
Table
6-3
% Impervious
Total
SciFt
Acres Impervious
Roofs
90%
2,613
0.05
Greenbelts,
Agriculture
2%
32,800
0.02
None
0%
0.00
None
0%
0
0.00
None
0%
0
0.00
None
0%
0
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
None
0%
0.00
35,413
0.07
Square Feet
Acres
Total
Impervious
Acres
3,008
0.07
Total
Development
Acres
35,413
0.81
Development
%I
Actual
Design
8%
Impervious
Design Use
10%
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
MVJ Transports, Inc.
Historical 100-yr 1 -hr
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
Overall
2.71
2.00
A
II. Rainfall Information
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
Acres
0/0
A, B, C,orD
I (inch/hr) = Cl * P1 /(C2 + Td)AC3
100
28.50
10.00
0.786
2.71
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient, C =
0.22
0.00
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
(,J Deeming,
Flow Di cdon
Catic lute nt
B ounitary
NRCS Land
Type
Conveyance
Heavy
Meadow
2.5
Tillage/
Field
5
Short
Pasture/
Lawns
7
Nearly
Bare
Ground
10
Grassed
Swales/
Waterways
15
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
input
Length
L
ft
input
5-yr
Runoff
Coeff
C-5
output
0.0300
450
0.00
1
2
3
4
5
Sum 450
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
4.31
6.68
6.68
inch/hr
inch/hr
inch/hr
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
N/A
0.26
29.32
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
29.32
12.50
12.50
2.54
3.93
3.93
cfs
cfs
cfs
Historical 100yr - Rational v1.02a, Tc and PeakQ
3/22/2024, 9:51 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
MVJ Transports, Inc.
Historical 10-yr 1 -hr
I. Catchment Hydrologic Data
Catchment ID = Overall
Area =
Percent Imperviousness =
NRCS Soil Type =
2.71 Acres
2.00
A A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
I (inch/hr) = Cl * P1 /(C2 + Td)AC3
10 years
28.50
10.00
0.786
1.41 inches
(input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
(input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient, C =
0.07
0.00
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
(,J Deeming,
Flow Di cdon
Catic lute nt
B ounitary
NRCS Land
Type
Conveyance
Heavy
Meadow
2.5
Tillage/
Field
5
Short
Pasture/
Lawns
7
Nearly
Bare
Ground
10
Grassed
Swales/
Waterways
15
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
input
Length
L
ft
input
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0300
450
0.00
N/A
0.26
29.32
1
2
3
4
5
Sum
450
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
2.24 inch/hr
3.48 inch/hr
3.48 inch/hr
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
29.32
12.50
12.50
0.42 cfs
0.65 cfs
0.65 cfs
Historical 10 yr - UD-Rational v1.02a, Tc and PeakQ
3/21/2024, 2:35 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
MVJ Transports, Inc.
Proposed Run-off - 100-yr 1 -hr
I. Catchment Hydrologic Data
Catchment ID = Overall
Area =
Percent Imperviousness =
NRCS Soil Type =
2.71 Acres
41.00
A A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
I (inch/hr) = Cl * P1 /(C2 + Td)AC3
100 years
28.50
10.00
0.786
2.70 inches
(input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
(input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient, C =
0.41
0.25
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
(,J Deeming,
Flow Di cdon
Catic lute nt
B ounitary
NRCS Land
Type
Conveyance
Heavy
Meadow
2.5
Tillage/
Field
5
Short
Pasture/
Lawns
7
Nearly
Bare
Ground
10
Grassed
Swales/
Waterways
15
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
input
Length
L
ft
input
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0200
450
0.25
N/A
0.29
25.88
1
2
3
4
5
Sum
450
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
4.61 inch/hr
6.66 inch/hr
6.66 inch/hr
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
25.88
12.50
12.50
5.14 cfs
7.42 cfs
7.42 cfs
Proposed 100 yr - UD-Rational v1.02a, Tc and PeakQ
3/22/2024, 9:10 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
MVJ Transports, Inc.
Proposed 10-yr 1 -hr
I. Catchment Hydrologic Data
Catchment ID = Overall
Area =
Percent Imperviousness =
NRCS Soil Type =
2.71 Acres
41.00
A A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
I (inch/hr) = Cl * P1 /(C2 + Td)AC3
10 years
28.50
10.00
0.786
1.41 inches
(input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
(input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient, C =
0.3
1
0.25
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
(,J Deeming,
Flow Di cdon
Catic lute nt
B ounitary
NRCS Land
Type
Conveyance
Heavy
Meadow
2.5
Tillage/
Field
5
Short
Pasture/
Lawns
7
Nearly
Bare
Ground
10
Grassed
Swales/
Waterways
15
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
input
Length
L
ft
input
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0200
450
0.25
N/A
0.29
25.88
1
2
3
4
5
Sum
450
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
2.41 inch/hr
3.48 inch/hr
3.48 inch/hr
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
25.88
12.50
12.50
2.00 cfs
2.89 cfs
2.89 cfs
Proposed 10 yr - UD-Rational v1.02a, Tc and PeakQ
3/21/2024, 2:36 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
MVJ Transports, Inc.
10-yr 1 -hr - OS -1
I. Catchment Hydrologic Data
Catchment ID = Overall
Area =
Percent Imperviousness =
NRCS Soil Type =
0.81 Acres
8.00
A A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
I (inch/hr) = Cl * P1 /(C2 + Td)AC3
10 years
28.50
10.00
0.786
1.41 inches
(input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
(input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient, C =
0.12
0.05
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
(,J Deeming,
Flow Di cdon
Catic lute nt
B ounitary
NRCS Land
Type
Conveyance
Heavy
Meadow
2.5
Tillage/
Field
5
Short
Pasture/
Lawns
7
Nearly
Bare
Ground
10
Grassed
Swales/
Waterways
15
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
input
Length
L
ft
input
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0200
450
0.05
N/A
0.23
32.12
1
2
3
4
5
Sum
450
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
2.12 inch/hr
3.48 inch/hr
3.48 inch/hr
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
32.12
12.50
12.50
0.21 cfs
0.34 cfs
0.34 cfs
Proposed 10 yr - UD-Rational v1.02a - OS -1, Tc and PeakQ
3/22/2024, 9:18 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
MVJ Transports, Inc.
100-yr 1 -hr - OS -1
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
Overall
0.81
8.00
A
II. Rainfall Information
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
Acres
0/0
A, B, C,orD
I (inch/hr) = Cl * P1 /(C2 + Td)AC3
100
28.50
10.00
0.786
2.70
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient, C =
0.41
0.25
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
(,J Deeming,
Flow Di cdon
Catic lute nt
B ounitary
NRCS Land
Type
Conveyance
Heavy
Meadow
2.5
Tillage/
Field
5
Short
Pasture/
Lawns
7
Nearly
Bare
Ground
10
Grassed
Swales/
Waterways
15
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
input
Length
L
ft
input
5-yr
Runoff
Coeff
C-5
output
0.0200
450
0.25
1
2
3
4
5
Sum
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
4.61
6.66
6.66
450
inch/hr
inch/hr
inch/hr
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
N/A
0.29
25.88
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
25.88
12.50
12.50
1.54
2.22
2.22
cfs
cfs
cfs
Proposed 100 yr - UD-Rational v1.02a - OS -1, Tc and PeakQ
3/22/2024, 9:20 AM
Appendix B
Hydraulic Computations
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
MVJ Transports, Inc.
Historical 10-yr 1 -hr
I. Catchment Hydrologic Data
Catchment ID = Overall
Area =
Percent Imperviousness =
NRCS Soil Type =
2.71 Acres
2.00
A A, B, C, or D
II. Rainfall Information
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
I (inch/hr) = Cl * P1 /(C2 + Td)AC3
10 years
28.50
10.00
0.786
1.41 inches
(input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
(input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient, C =
0.07
0.00
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
(,J Deeming,
Flow Di cdon
Catic lute nt
B ounitary
NRCS Land
Type
Conveyance
Heavy
Meadow
2.5
Tillage/
Field
5
Short
Pasture/
Lawns
7
Nearly
Bare
Ground
10
Grassed
Swales/
Waterways
15
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
input
Length
L
ft
input
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0300
450
0.00
N/A
0.26
29.32
1
2
3
4
5
Sum
450
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
2.24 inch/hr
3.48 inch/hr
3.48 inch/hr
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
29.32
12.50
12.50
0.42 cfs
0.65 cfs
0.65 cfs
Historical 10 yr - UD-Rational v1.02a, Tc and PeakQ
3/21/2024, 2:35 PM
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: MVJ Transports, Inc.
Basin ID: Proposed Pond
(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):
la =
A =
Type =
T =
Tc =
q =
P1 =
C1 =
C2 =
C3 =
percent
acres
A, B, C, or D
years (2, 5, 10, 25, 50, or 100)
minutes
cfs/acre
inches
Design Information (Input):
la =
A =
41.00
percent
acres
A, B, C, or D
years (2, 5, 10, 25, 50, or 100)
minutes
cfs/acre
inches
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 = C1* P,/(C2+Tc)^C3
Coefficient One
Coefficient Two
Coefficient Three
41.00
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 = C1* P1/(C2+T j^C3
Coefficient One
Coefficient Two
Coefficient Three
2.710
2.710
A
Type =
T =
Tc =
q =
P1 =
C1 =
C2 =
A
10
100
12
12
0.12
0.16
1.41
2.70
28.50
28.50
10
10
0.789
C3 =
0.789
Determination of Average Outflow from the Basin (Calculated):
cfs
cfs
cubic feet
acre -ft
5 -Minutes)
Determination of Average Outflow from the Basin (Calculated):
cfs
cfs
cubic feet
acre -ft
Runoff Coefficient
Inflow Peak Runoff
Allowable Peak
Outflow Rate
Mod. FAA Minor Storage
Mod. FAA Minor Storage
<- Enter Rainfall Duration Incremental
C =
Op -in =
0.31
Runoff Coefficient
Inflow Peak Runoff
Allowable Peak Outflow Rate
Mod. FAA Major Storage
Mod. FAA Major Storage
C = 0.41
2.93
Qp-in =
Qp-out =
7.42
Qp-out =
Volume =
0.33
0.42
3,959
Volume =
Volume =
12,725
Volume =
Increase Value
0.1
0.29
8
Here (e.g. 5 for
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)
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)
0
0.00
0.000
0.00
0.00
0.000
0.000
0
0.00
0.000
0.00
0.00
0.000
0.000
8
4.11
0.038
1.00
0.33
0.004
0.034
8
7.87
0.096
1.00
0.42
0.005
0.092
16
3.07
0.057
0.88
0.29
0.006
0.051
16
5.89
0.144
0.88
0.37
0.008
0.136
24
2.49
0.069
0.75
0.24
0.008
0.061
24
4.76
0.175
0.75
0.32
0.010
0.164
32
2.11
0.078
0.69
0.22
0.010
0.068
32
4.03
0.197
0.69
0.29
0.013
0.185
40
1.83
0.085
0.65
0.21
0.012
0.073
40
3.51
0.215
0.65
0.27
0.015
0.200
48
1.63
0.091
0.63
0.20
0.013
0.077
48
3.13
0230
0.63
0.26
0.017
0.212
56
1.47
0.096
0.61
0.20
0.015
0.080
56
2.82
0.242
0.61
0.26
0.020
0.222
64
1.35
0.100
0.59
0.19
0.017
0.083
64
2.58
0.253
0.59
0.25
0.022
0.231
72
1.24
0.103
0:58
0.19
0.019
0.085
72
2.38
0.262
0.58
0.25
0.024
0.238
80
1.15
0.107
0.58
0.19
0.021
0.086
80
2.21
0.271
0.58
0.24
0.027
0.244
88
1.08
0.110
0:57
0.19
0.022
0.087
88
2.07
0.278
0.57
0.24
0.029
0.249
96
1.01
0.113
0.56
0.18
0.024
0.088
96
1.94
0.285
0.56
0.24
0.031
0.254
104
0.96
0.115
0.56
0.1.8
0.026
0.089
104
1.83
0.292
0.56
023
0.034
0.258
112
0.91
0.118
0.55
0.18
0.028
0.090
112
1.74
0.298
0.55
0.23
0.036
0.262
120
0.86
0.120
0.55
0.1.8
0.030
0.090
1.20
1.65
0.304
0.55
0.23
0.038
0.265
128
0.82
0.122
0.55
0.18
0.031
0.091
128
1.58
0.309
0.55
0.23
0.041
0.268
136
0.79
0.124
0:54
0.18
0.033
0.091
1.36
1.51
0.314
0.54
0.23
0.043
0.271
144
0/6
0.126
0.54
0.18
0.035
0.091
144
1.45
0.319
0.54
0.23
0.045
0.274
152
0.73
0.128
0.54
0.1.8
0.037
0.091
1.52
1.39
0.323
0.54
0.23
0.047
0.276
160
0.70
0.129
0.54
0.17
0.039
0.091
160
1.34
0.328
0.54
0.23
0.050
0.278
168
0.67
0.131
0.54
0.1.7
0.040
0.091
1.68
1.29
0.332
0.54
023
0.052
0.280
176
0.65
0.133
0.53
0.17
0.042
0.090
176
1.25
0.336
0.53
0.22
0.054
0.281
184
0.63
0.134
0.53
0.17
0.044
0.090
184
1.21
0.339
0.53
022
0.057
0.283
192
0.61
0.135
0.53
0.17
0.046
0.090
192
1.17
0.343
0.53
0.22
0.059
0.284
200
0.59
0.137
0.53
0.1.7
0.048
0.089
200
1.13
0.347
0.53
022
0.061.
0.285
208
0.57
0.138
0.53
0.17
0.049
0.089
208
1.10
0.350
0.53
0.22
0.064
0.286
216
0.56
0.139
0.53
0.1.7
0.051
0.088
216
1.07
0.353
0.53
0.22
0.066
0.287
224
0.54
0.141
0.53
0.17
0.053
0.088
224
1:04
0.356
0.53
0.22
0.068
0.288
232
0.53
0.142
0.53
0.1.7
0.055
0.087
232
1.01
0.359
0.53
022
0.071.
0.289
240
0.52
0.143
0.53
0.17
0.056
0.087
240
0.99
0.362
0.53
0.22
0.073
0.290
248
0.50
0.144
0.52
0.17
0.058
0.086
248
0.96
0.365
0.52
022
0.075
0.290
256
0.49
0.145
0.52
0.17
0.060
0.085
256
0.94
0.368
0.52
0.22
0.078
0.291
264
0.48
0.146
0.52
0.1.7
0.062
0.085
264
0.92
0.371
0.52
022
0.080
0.291
272
0.47
0.147
0.52
0.17
0.064
0.084
272
0.90
0.374
0.52
0.22
0.082
0291
280
0.46
0.149
0.52
0.1.7
0.065
0.083
280
0.88
0.376
0.52
0.22
0.085
0.292
288
0.45
0.150
0.52
0.17
0.067
0.082
288
0.86
0.379
0.52
0.22
0.087
0.292
296
0.44
0.150
0.52
0.1.7
0.069
0.081
296
0.84
0.381
0.52
022
0.089
0.292
304
0.43
0.151
0.52
0.17
0.071
0.081
304
0.82
0.384
0.52
0.22
0.091
0.292
312
0.42
0.152
0.52
0.17
0.073
0.080
312
0.81
0.386
0.52
022
0.094
0.292
320
0.41
0.153
0.52
0.17
0.074
0.079
320
0.79
0.388
0.52
0.22
0.096
0.292
328
0.41
0.154
0.52
0.1.7
0.076
0.078
328
0.78
0.390
0.52
022
0.098
0.292
336
0.40
0.155
0.52
0.17
0.078
0.077
336
0.76
0.39.3
0.52
0.22
0.101
0.292
344
0.39
0.156
0.52
0.1.7
0.080
0.076
344
0.75
0.395
0.52
0.22
0.103
0.292
352
0.38
0.157
0.52
0.17
0.082
0.075
352
0.74
0.397
0.52
0.22
0.105
0.292
360
0.38
0.158
0.52
0.1.7
0.083
0.074
360
0.72
0.399
0.52
022
0.108
0.291
368
0.37
0.158
0.52
0.17
0.085
0.073
368
0.71
0.401
0.52
0.22
0.110
0.291
376
0.37
0.159
0.52
0.17
0.087
0.072
376
0.70
0.403
0.52
022
0.112
0.291
384
0.36
0.160
0.52
0.17
0.089
0.071
384
0.69
0.405
0.52
0.22
0.115
0.290
392
0.35
0.161
0.52
0.1.7
0.091
0.070
392
0.68
0.407
0.52
022
0.117
0.290
400
0.35
0.161
0.52
0.17
0.092
0.069
400
0.67
0.409
0.52
0.22
0.119
0.290
408
0.34
0.162
0.51
0.1.7
0.094
0.068
408
0.66
0.411
0.51
0.22
0.122
0.289
416
0.34
0.163
0.51
0.17
0.096
0.067
416
0.65
0.413
0.51
0.22
0.124
0.289
424
0.33
0.164
0.51
0.1.7
0.098
0.066
424
0.64
0.414
0.51
022
0.126
0.288
432
0.33
0.164
0.51
0.17
0.099
0.065
432
0.63
0.416
0.51
0.22
0.128
0.288
440
0.32
0.165
0.51
0.17
0.101
0.064
440
0.62
0.418
0.51
022
0.131.
0.287
448
0.32
0.166
0.51
0.17
0.103
0.063
448
0.61
0.420
0.51
0.22
0.133
0.287
456
0.32
0.166
0.51
0.1.7
0.105
0.062
456
0.60
0.421
0.51
022
0.135
0.286
464
0.31
0.167
0.51
0.17
0.107
0.060
464
0.60
0.423
0.51
0.22
0.138
0285
472
0.31
0.168
0.51
0.17
0.108
0.059
472
0.59
0.425
0.51
0.22
0.140
0.285
480
0.30
0.168
0.51
0.17
0.110
0.058
480
038
0.426
0.51
0.22
0.142
0.284
Mod. FAA Minor Storage Volume (cubic ft.) = 3,959 Mod. FAA Major Storage Volume (cubic ft.) =
Mod. FAA Minor Storage Volume (acre -ft.) = 0.0909 Mod. FAA Major Storage Volume (acre -ft.) =
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
12,725
0.2921
udfcd spreadsheet, Modified FAA
3/21/2024, 2:16 PM
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: MVJ Transports, Inc.
Basin ID: Proposed Pond
Inflow and Outflow Volumes vs. Rainfall Duration
0.45
0.4
0.35
0.3
w 0.25
CD
v
ca
0
E 0.2
0
7
0.15
0.1
0.05
0
0
I
••••••••••••••••••••••••••••••••••••
•
Y •
--r
•
•
•
•
•
•
O
c 0000
l_> C)
1J
100 200 300
Duration (Minutes)
400
500
Minor Storm Inflow Volume
Minor Storm Outflow Volume Minor Storm Storage Volume
e Major Storm Inflow Volume
—j Major Storm Outflow Volume • Major Storm Storage Volume
600
J
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
udfcd spreadsheet, Modified FAA
3/21/2024, 2:16 PM
STAGE -STORAGE SIZING FOR DETENTION BASINS
Project: MVJ Transports, Inc.
Basin ID: Proposed Pond
Dan►
Side Slope 2
X� 4 4 _
Side Slope .Z
Flow
Design Information (Input):
Width of Basin Bottom, W =
Length of Basin Bottom, L =
Dam Side -slope (H:V), Zd =
Stage -Storage Relationship:
Darn
60.00
100.00
4.00
r _
Side Slope Z
Flo}
ft
ft
ft/ft
{
L
Righ
Isosceles
Circl
Side Slope Z
Side Slope z
Check Basin Shane
t Triangle
Triangle
tectangle
e / Ellipse
X
Irregular
Storage Requirement from Sheet 'Modified FAA':
Storage Requirement from Sheet 'Hydrograph':
Storage Requirement from Sheet 'Full -Spectrum':
MINOR
0.09
L
r
OR...
OR...
OR...
OR...
(Use Overide values in cells G32:G52)
MAJOR
0.29
acre -ft.
acre -ft.
acre -ft.
Labels
for WQCV, Minor,
& Major Storage
Stages
(input)
Water
Surface
Elevation
ft
(input)
Side
Slope
(H:V)
ft/ft
Below El.
(input)
Basin
Width at
Stage
ft
(output)
Basin
Length at
Stage
ft
(output)
Surface
Area at
Stage
ft2
(output)
Surface
Area at
Stage
ft2 User
Overide
Volume
Below
Stage
ft3
(output)
Surface
Area at
Stage
acres
(output)
Volume
Below
Stage
acre -ft
(output)
Target Volumes
for WQCV, Minor,
& Major Storage
Volumes
(for goal seek)
4659.00
60.00
100.00
6,000.0
0
0.000
0.000
4659.50
4.00
64.00
104.00
6,656.0
3,164
0.153
0.073
WQCV
4660.00
4.00
68.00
108.00
7,344.0
6,664
0.169
0.153
4660.50
4.00
72.00
112.00
8,064.0
10,516
0.185
0.241
FAA
4661.00
4.00
76.00
116.00
8,816.0
14,736
0.202
0.338
4661.50
4.00
80.00
120.00
9,600.0
19,340
0.220
0.444
Top of Pond
4662.00
4.00
84.00
124.00
10,416.0
24,344
0.239
0.559
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udfcd spreadsheet, Basin
3/21/2024, 2:16 PM
STAGE -STORAGE SIZING FOR DETENTION BASINS
Project:
Basin ID:
r
STAGE -STORAGE CURVE FOR THE POND
4662.50
S
a)
a)
4J
iii —
a)
a)
co
K
4662.00
4661.50
4661.00
4660.50
4660.00
4659.50
4659.00
0.00 0.10 0.20 0.30
Storage (acre-feet)
0.40 0.50 0.60
Id
udfcd spreadsheet, Basin
3/21/2024, 2:16 PM
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: MVJ Transports, Inc.
Basin ID: Proposed Pond
WQCV Design Volume (Input):
Catchment Imperviousness, la =
Catchment Area, A =
Depth at WQCV outlet above lowest perforation, H =
Vertical distance between rows, h =
Number of rows, NL =
Orifice discharge coefficient, Co =
Slope of Basin Trickle Channel, S =
Time to Drain the Pond =
Watershed Design Information (Input):
Percent Soil Type A =
Percent Soil Type B =
Percent Soil Type C/D =
Outlet Design Information (Output):
41.0
2.71
1
4.00
3.00
0.60
0.005
40
100
percent
acres
feet
inches
ft/ft
hours
Ok
Ok
Ok
Diameter of holes, D =
Number of holes per row, N =
Height of slot, H =
Width of slot, W =
Water Quality Capture Volume. WQCV =
Water Quality Capture Volume (WQCV) _
Design Volume (WQCV / 12 * Area *1.2) Vol =
Outlet area per row, A0 =
Total opening area at each row based on user -input above, A0 =
Total opening area at each row based on user -input above, A0 =
3
0.460
1
OR
inches
inches
inches
0.177 watershed inches
0.040 acre-feet
0.048 acre-feet
0.17 square inches
0.17 square inches
0.001 square feet
O
O
O
O
O
0 O
O
O
O O
O O
O O
O O
O O
O O
O O
O O
G
0
0
Perforated
Plate
Examples
Central Elevations of Rows of Holes in feet
E
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
4659.00
4659.33
4659.67
I
I
I
I
I
I
Collection Capacity for Each Row of Holes in cfs
4659.00
0.0000
0.0000
0.0000
_
0.00
4659.50
0.0039
0.0023
0.0000
0.01
4660.00
0.0056
0.0045
0.0032
0.01
4660.50
0.0068
0.0060
0.0051
0.02
4661.00
0.0079
0.0072
0.0064
0.02
4661.50
0.0088
0.0082
0.0075
0.02
4662.00
0.0096
0.0091
0.0085
0.03
#NIA
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#NIA
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#NIA
#NIA
#NIA
_
#WA
#N1A
#N/A
#NIA
I
#NIA
Override
Area
Row 1
Override
Area
Row 2
Override
Area
Row 3
Override
Area
Row 4
Override
Area
Row 5
Override
Area
Row 6
Override
Area
Row 7
Override
Area
Row 8
Override
Area
Row 9
Override
Area
Row 10
Override
Area
Row 11
Override
Area
Row 12
Override
Area
Row 13
Override
Area
Row 14
Override
Area
Row 15
Override
Area
Row 16
Override
Area
Row 17
Override
Area
Row 18
Override
Area
Row 19
Override
Area
Row 20
Override
Area
Row 21
Override
Area
Row 22
Override
Area
Row 23
Override
Area
Row 24
i
udfcd spreadsheet, WQCV
3/21/2024, 2:16 PM
STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Project: MVJ Transports, Inc.
Basin ID: Proposed Pond
STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE
5000.00
a
a)
a)
C)
4-
a)
O)
co
U)
4500.00
4000.00
3500.00
3000.00
2500.00
2000.00
1500.00
1000.00
500.00
♦
♦
♦
•
0.00
0.00
0.01 0.01
0.02 0.02
Discharge (cfs)
0.03 0.03
J
udfcd spreadsheet, WQCV 3/21/2024, 2:16 PM
STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Project: MVJ Transports, Inc.
Basin ID: Proposed Pond
Current Routing Order is #3
Design Information (Input):
Circular Opening:
OR
Rectangular Opening:
Routing Order #1 (Standard)
W.S. hL. Majnr
W.S. FL. Minor
W.S. FL. WQ
WQ
III
VI
112
V2
Routing Order ff3 (Single Stage)
W.S. FL. I)csign Storm
.S. WC)
WQ
II
VI
Diameter in Inches
Width in Feet
Length (Height for Vertical)
Percentage of Open Area After Trash Rack Reduction
Orifice Coefficient
Weir Coefficient
Orifice Elevation (Bottom for Vertical)
Calculation of Collection Capacity:
Net Opening Area (after Trash Rack Reduction)
OPTIONAL: User-Overide Net Opening Area
Perimeter as Weir Length
OPTIONAL: User-Overide Weir Length
Dia. =
W=
LorH=
% open =
Co =
CW =
EO=
A0 =
LW =
LW =
Top Elevation of Vertical Orifice Opening, Top =
Center Elevation of Vertical Orifice Opening, Cen =
#1 Horiz.
• W.S. F.L. Major
-� W.S. EL. Minor
_y W.S. EL. WQ
Routing Order 42
V1
WQ
III
V2
Routing Order #4
44' .S. P.I.. Ituxrgcncy Spillway
R .5. 1,1.. Major P.mugatcy l Iai now into Pipe- 112
q.5. 1•.I.. \l inor
• W 5. P.I.. Ott)
WQ
V2
I11
V1
#2 Horiz.
#1 Vert.
#2 Vert.
0.40
0.25
70
100
0.60
0.60
2.60
4660.00
4,659.00
0.10
ft.
ft.
4659.25
4659.13
inches
ft.
ft.
ova
ft.
sq. ft.
sq. ft.
ft.
ft.
Routing 3: Single Stage - Water flows through WQCV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to
culvert sheet (#2 vertical & horizontal openings is not used).
Horizontal Orifices
Vertical Orifices
Labels
for WQCV, Minor,
& Major Storage
W.S. Elevations
(input)
Water
Surface
Elevation
ft
(linked)
WQCV
Plate/Riser
Flow
cfs
(User -linked)
#1 Horiz. #1 Horiz.
Weir Orifice
Flow Flow
cfs cfs
(output) (output)
#2 Horiz. #2 Horiz.
Weir Orifice
Flow Flow
cfs cfs
(output) (output)
#1 Vert.
Collection
Capacity
cfs
(output)
#2 Vert.
Collection
Capacity
cfs
(output)
Total
Collection
Capacity
cfs
(output)
Target Volumes
for WQCV, Minor,
& Major Storage
Volumes
(link for goal seek'
4659.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
4659.50
0.01
0.00
0.00
0.00
0.00
0.29
0.00
0.01
4660.00
0.01
0.00
0.00
0.00
0.00
0.45
0.00
0.01
4660.50
0.02
0.00
0.00
0.00
0.00
0.56
0.00
0.02
4661.00
0.02
0.00
0.00
0.00
0.00
0.66
0.00
0.02
4661.50
0.02
0.00
0.00
0.00
0.00
0.74
0.00
0.02
4662.00
0.03
0.00
0.00
0.00
0.00
0.82
0.00
0.03
#N/A
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#NIA
#N/A
0.00
#NIA
#N/A
#N/A
#NIA
#N/A
#NIA
#N/A
0.00
#N/A
#N/A
#NIA
#N/A
#NIA
#NIA
#NIA
0.00
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
0.00
#N/A
#N/A
#N/A
#NIA
#N/A
#N/A
#N/A
0.00
#NIA
#N/A
#N/A
#NIA
#N/A
#NIA
#N/A
0.00
#N/A
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#NIA
#NIA
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0.00
#N/A
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#NIA
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0.00
#NIA
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0.00
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0.00
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0.00
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0.00
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0.00
#N/A
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0.00
#N/A
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0.00
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0.00
#NIA
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0.00
#NIA
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#N/A
#N/A
0.00
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
0.00
#N/A
#N/A
#NIA
#N/A
#N/A
#N/A
#NIA
0.00
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
0.00
#N/A
#N/A
#N/A
#NIA
#N/A
#NIA
#N/A
0.00
#N/A
#N/A
#N/A
#NIA
#NIA
#N/A
#N/A
0.00
#N/A
#N/A
#N/A
#NIA
#N/A
#NIA
#N/A
0.00
#NIA
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
0.00
#NIA
#N/A
#N/A
#N/A
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#N/A
#N/A
0.00
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
0.00
#N/A
#N/A
#NIA
#N/A
#N/A
#N/A
#NIA
0.00
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
0.00
#N/A
#N/A
#N/A
#NIA
#N/A
#NIA
#N/A
0.00
#N/A
#N/A
#N/A
#NIA
#NIA
#N/A
#N/A
0.00
#N/A
#N/A
#N/A
#NIA
#N/A
#NIA
#N/A
0.00
#NIA
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
0.00
#NIA
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
0.00
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
0.00
#N/A
#N/A
#NIA
#N/A
#NIA
#N/A
#NIA
0.00
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
0.00
#N/A
udfcd spreadsheet, Outlet
3/22/2024, 9:55 AM
STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Project: MVJ Transports, Inc.
Basin ID: Proposed Pond
r
STAGE -DISCHARGE CURVE FOR THE OUTLET STRUCTURE
4662.5
4662
4661.5
a)
a)
4.1
a)
a)
4-
a)
o)
tv
co
K _
4661
4660.5
4660
4659.5
4659
0 0.005 0.01 0.015 0.02 0.025 0.03 0.035
Discharge (cfs)
di
udfcd spreadsheet, Outlet
3/22/2024, 9:55 AM
STAGE -DISCHARGE SIZING OF THE SPILLWAY
Project: MVJ Transports, Inc.
Basin ID: Proposed Pond
npe nag.
wet
1l.Fic' C'r
Design Information (input):
Bottom Length of Weir
Angle of Side Slope Weir
Elev. for Weir Crest
Coef. for Rectangular Weir
Coef. for Trapezoidal Weir
Calculation of Spillway Capacity (output):
L=
Angle =
EL. Crest =
Cw =
Ct =
5.00
75.96
4,661.00
3.00
3.00
Water
Surface
Elevation
ft.
(linked)
Rect.
Weir
Flowrate
cfs
(output)
Triangle
Weir
Flowrate
cfs
(output)
Total
Spillway
Release
cfs
(output)
Total
Pond
Release
cfs
(output)
4659.00
0.00
0.00
0.00
0.00
4659.50
0.00
0.00
0.00
0.00
4660.00
0.00
0.00
0.00
0.00
4660.50
0.00
0.00
0.00
0.00
4661.00
0.00
0.00
0.00
0.00
4661.50
5.30
2.12
7.42
7.42
4662.00
15.00
12.00
27.00
27.00
#N/A
#NIA
#NIA
#N/A
#N/A
#N/A
#NIA
#NIA
#NIA
#NIA
#N/A
#NIA
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#NIA
#NIA
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#NIA
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#NIA
#NIA
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#NIA
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#NIA
#NIA
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#NIA
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#NIA
#NIA
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#NIA
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#NIA
#NIA
#NIA
#NIA
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#NIA
#NIA
#NIA
#NIA
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#NIA
#NIA
#N/A
#NIA
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#NIA
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#NIA
#NIA
#NIA
#NIA
#N/A
#NIA
#NIA
#NIA
#NIA
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#NIA
#NIA
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#NIA
#NIA
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#NIA
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#NIA
#NIA
#NIA
#NIA
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#NIA
#NIA
#NIA
#NIA
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#NIA
#NIA
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#NIA
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#NIA
#NIA
#NIA
#NIA
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#NIA
#NIA
#NIA
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#NIA
#NIA
#NIA
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#NIA
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#NIA
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#NIA
#NIA
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#NIA
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#NIA
#NIA
#NIA
#NIA
#N/A
#NIA
#NIA
#NIA
#NIA
#N/A
#NIA
#NIA
#N/A
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#NIA
#NIA
#NIA
#NIA
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#NIA
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#NIA
#NIA
#NIA
#NIA
#N/A
#NIA
#NIA
#NIA
#NIA
feet
degrees
feet
udfcd spreadsheet, Spillway 3/22/2024, 9:54 AM
STAGE -DISCHARGE SIZING OF THE SPILLWAY
Project: MVJ Transports, Inc.
Basin ID: Proposed Pond
r
STAGE -STORAGE -DISCHARGE CURVES FOR THE POND
4662.5
4662
4661.5
4661
4660.5
4660
4659.5
4659
0
Storage (Acre -Feet)
0.1 0.2 0.3
0.4
0.5
0.6
I-.1
-�
- --
_ri
_ .ci
r
0
5
10
15
Pond Discharge (cfs)
20
25
30
TOTAL DISCHARGE
-- SPILLWAY DISCHARGE
POND STORAGE
1)
udfcd spreadsheet, Spillway
3/22/2024, 9:54 AM
Appendix C
24 x 36 Maps
Weld County Oil and Gas
22815 County Road 52, Weld County, Colorado
Traffic Impact Study
KE Job #2024-020
Prepared for:
AGPROfessionals
3050 67th Avenue, Suite 200
Greeley, CO 80634
Prepared by:
KELLAR ENGINEERING
www.kellarengineering. corn
970.219.1602 phone
March 15, 2024
Sean K. Kellar, PE, PTOE
This document, together with the concepts and recommendations presented herein, as an instrument of service, is intended only for the
specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization from
Kellar Engineering LLC shall be without liability to Kellar Engineering LLC.
TABLE OF CONTENTS
1.0 Introduction
2.0 Existing Conditions and Roadway Network
2.1 Recent Traffic Volumes
3.0 Pedestrian/Bicycle Facilities
4.0 Proposed Development
4.1 Trip Generation
4.2 Trip Distribution
4.3 Traffic Assignment
4.4 Short Range and Long Range Total Peak Hour Traffic
5.0 Traffic Operation Analysis
5.1 Analysis Methodology
5.2 Intersection Operational Analysis
5.3 Auxiliary Lane Requirements
6.0 Findings
List of Figures:
Figure 1:
Figure 2:
Figure 3:
Figure 4:
Figure 5:
Figure 6:
Figure 7:
Figure 8:
Figure 9:
Vicinity Map
Site Plan
Recent Peak Hour Traffic
2025 Background Peak Hour Traffic
2045 Background Peak Hour Traffic
Trip Distribution
Site Generated Peak Hour Traffic
2025 Short Range Total Peak Hour Traffic
2045 Long Range Total Peak Hour Traffic
Page
3
3
3
6
6
6
6
7
7
7
7
8
8
22
Page
4
5
10
11
12
13
14
15
16
Weld County Oil and Gas TIS
-Page 1
TABLE OF CONTENTS (continued)
List of Tables:
Table 1:
Table 1b:
Table 2:
Table 3:
Table 4:
Table 5:
Table 6:
Trip Generation
Trip Generation (PCE Adjustment Factor Applied)
2024 Recent Peak Hour Operations
2025 Background Peak Hour Operations
2045 Background Peak Hour Operations
2025 Short Range Total Peak Hour Operations
2045 Short Range Total Peak Hour Operations
Appendices:
Appendix A: Traffic Counts
Appendix B: Level of Service (LOS) Tables
Appendix C: Aerial Image and Street View
Appendix D: Weld County Functional Classification Map
Appendix E: HCM Calculations (Synchro)
Page
9
9
17
18
19
20
21
Page
24
26
27
31
29
Weld County Oil and Gas TIS -Page 2
1.0 Introduction
The purpose of this Traffic Impact Study (TIS) is to identify project traffic generation
characteristics, to identify potential traffic related impacts on the adjacent street system,
and to develop mitigation measures required for identified traffic impacts. This TIS is for
the Weld County Oil and Gas project located at 22815 County Road 52, Weld County,
Colorado. See Figure 1: Vicinity Map.
Kellar Engineering LLC (KE) has prepared the TIS to document the results of the
project's anticipated traffic conditions in accordance with Weld County's requirements
and to identify projected impacts to the local and regional traffic system.
2.0 Existing Conditions and Roadway Network
The project site is located at 22815 CR 52 in Weld County, CO. CR 47 is an existing
north/south roadway. CR 47 is classified as a local roadway on the Weld County
Functional Classification Map. CR 52 is an existing east/west local roadway on the Weld
County Functional Classification Map. The east/west legs of the CR 49/CR 52
intersection have stop sign control.
2.1 Recent Traffic Volumes
Recent peak hour traffic volume counts were conducted by All Traffic Data Services
using data collection video cameras. The traffic counts were conducted in 15 -minute
intervals on Wednesday, 2/21/24 from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM.
The traffic counts are shown in Figure 3 with the count sheets provided in Appendix A.
Weld County Oil and Gas TIS -Page 3
Figure 1: Vicinity Map
Weld County Oil and Gas TIS -Page 4
Figure 2: Site Plan (For reference only. Provided by Civil Engineer. See Civil Engineering Drawings for more information)
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Weld County Oil and Gas TIS
-Page 5
3.0 Pedestrian/Bicycle Facilities
Currently there are no existing sidewalks or bicycle facilities adjacent to the project site.
Additionally, the project is not anticipated to generate additional pedestrian or bicycle trips. Any
additional pedestrian or bicycle traffic from this project, if any, would be negligible.
4.0 Proposed Development
The proposed project consists of oil and gas support services operations. Vehicular access to
the project site is proposed from CR 52. See Table 1: Trip Generation and Figure 2: Site Plan.
4.1 Trip Generation
Site generated traffic estimates are determined through a process known as trip generation.
Rates and equations are applied to the proposed land use to estimate traffic generated by the
development during a specific time interval. The acknowledged source for trip generation rates
is the Trip Generation Report published by the Institute of Transportation Engineers (ITE). The
Institute of Transportation Engineers' (ITE) Trip Generation Manual, 11th Edition does not
provide detailed data on the proposed project. As such, KE was able to estimate the weekday
peak hour trip generation for the AM and PM peak hours based upon information provided by
the client and project team. The proposed project is anticipated to generate a maximum of
approximately 36 daily weekday trips, 18 AM total peak hour trips, and 18 PM total peak hour
trips. See Table 1: Trip Generation.
4.2 Trip Distribution
Distribution of site traffic on the street system was based on the area street system
characteristics, existing traffic patterns and volumes, anticipated surrounding development
areas, and the proposed access system for the project. The directional distribution of traffic is a
means to quantify the percentage of site generated traffic that approaches the site from a given
direction and departs the site back to the original source. Figure 6 illustrates the trip distribution
used for the project's analysis.
Weld County Oil and Gas TIS -Page 6
4.3 Traffic Assignment
Traffic assignment was obtained by applying the trip distributions to the estimated trip
generation of the development. Figure 7 shows the site generated peak hour traffic assignment.
4.4 Short Range and Long Range Total Peak Hour Traffic
Site generated peak hour traffic volumes were added to the background traffic volumes to
represent the estimated traffic conditions for the short range 2025 horizon and the 2045 long
range 2045 horizon. These traffic volumes are shown in Figures 8 and Figure 9 respectively.
The analysis includes the proposed development for the project plus a 2% increase in
background traffic per Weld County growth rates.
5.0 Traffic Operation Analysis
KE's analysis of traffic operations in the site vicinity was conducted to determine the capacity at
the identified intersection. The acknowledged source for determining overall capacity is the
latest edition of the Highway Capacity Manual.
5.1 Analysis Methodology
Capacity analysis results are listed in terms of level of service (LOS). LOS is a qualitative term
describing operating conditions a driver will experience while traveling on a particular street or
highway during a specific time interval. LOS ranges from an A (very little delay) to an F (long
delays). A description of the level of service (LOS) for signalized and unsignalized intersections
from the Highway Capacity Manual are provided in Appendix B.
Weld County Oil and Gas TIS -Page 7
5.2 Intersection Operational Analysis
Operational analysis was performed for the short range 2025 total horizon. The calculations for
this analysis are provided in Appendix E. Using the short range total traffic volumes shown in
Figure 8, the project's intersections are projected to meet level of service (LOS) criteria in the
short range total future.
5.3 Auxiliary Lane Requirements
The auxiliary lane analysis for the study intersections were conducted using CDOT State
Highway Access Code (SHAG). Based upon the SHAC for NR -B roadways, a left -turn lane with
storage length plus taper length is required at an intersection with a projected peak hour ingress
turning volume greater than 25 vph, and a right -turn deceleration lane with storage length plus
taper length is required at an intersection with a projected peak hour ingress turning volume
greater than 50 vph.
Based upon the projected traffic of the development, the State Highway Access Code (SHAC),
and Weld County criteria, auxiliary lanes are not required for the project.
Weld County Oil and Gas TIS -Page 8
Table 1: Trip Generation
Average
Daily
Trips
AM
Peak
Hour
Trips
PM
Peak
Hour
Trips
Code
ITE
Land
Use
Size
Rate
Total
Rate
In
Rate
Out
Total
Rate
In
Rate
Out
Total
N/A
Oil
& Gas Support
Services
9
Employees
**
*
36
*
9
*
9
18
*
9
*
9
18
N/A = Not Available
* The Institute of Transportation Engineers' (ITE) Trip Generation Manual, 11th Edition does not provide detailed data related to the proposed use Therefore, trip generation is
based upon information obtained from the client and project team. See Section 3.0 Trip Generation for more information
** 9 Employees during 6 AM — 6 PM shift
Table lb: Trip Generation (Passenger Car Equivalents (PCE) adjusted factor applied)
Average
Daily
Trips
AM
Peak
Hour
Trips
PM
Peak
Hour
Trips
Code
ITE
Land
Use
Size
Rate
Total
Rate
In
Rate
Out
Total
Rate
In
Rate
Out
Total
N/A
***Oil
& Gas Support
Services
9
Employees
**
*
68
*
9
*
25
34
*
25
*
9
34
*** PCE of two (2) used for each vehicle at or greater than 20 feet in length but less than 40 feet, and a PCE of three (3) used for each vehicle and combinations at or greater
than 40 feet in length.
Weld County Oil and Gas TIS
Page 9
FEE
Figure 3: Recent Peak Hour Traffic
N -
r
c 0
JL
At 1/0
� 614
in 1/0
err
co
r
N
NTS
l R 52
Legend
-44-- AM/PM
Weld County Oil and Gas TIS
-Page 10
Figure 4: 2025 Background Traffic
U
47t-
X7-0
CO O
J1L
12/4
10/4 �
1/4 nr
1/0
�- 6/4
in 1/0
�Tr
17r CO r
t
Cr)
NTS
\A/OR 52
Legend
AM/PM
Weld County Oil and Gas TIS
-Page 11
Figure 5: 2045 Background Traffic
CO
c
co
gicr
0
J1L
210
-44- 9/6
2/0
1t -
COON
0
N
N
NTS
WCR 52
Le end
AM/PM
Weld County Oil and Gas TIS -Page 12
Figure 6: Trip Distribution
u)
0)
c)
0
0
cC
10%
90%
LO
I
ti
U
N
NTS
45%
WCR 52
Weld County Oil and Gas TIS -Page 13
Figure 7: Site Generated Traffic
0,
ci)
0
0
8/23
ti
Et
U
N
r
4/11
N
NTS
CR 52
lad
444— AM/PM
Volumes in Passenger Car
Equivalents (PCEs)
Weld County Oil and Gas TIS -Page 14
Figure 8: 2025 Short Range Total Traffic
co
N CJ
JL
1/2 --t
23/12 m—foi-
8123
16/13
J1L
22/8
21/8 �
3/5 nr
1/0
� 10/15
in 1/0
err
Co C' r
C
N
NTS
W R 52
Legend
44— AM/PM
Volumes in Passenger Car
Equivalents (PCEs)
Weld County Oil and Gas TIS
-Page 15
Figure 9: 2045 Long Range Total Traffic
0
O
cad
OO
r �
8123
444i 24/20
1/2 N -t
35/18 -►
CO
r
rrO'
JL
28/10 -t
26/10 -►
4/7 nr.
2/0
13/17
In 2/0
�1r
0 N
0
C`
N
NTS
WCR 52
land
-4- AM/PM
Volumes in Passenger Car
Equivalents (PCEs)
Weld County Oil and Gas TIS
-Page 16
Table 2: 2024 Recent Peak Hour Operations
Intersection
Movement
Level
of
Service
(LOS)
AM
PM
LOS
LOS
WCR
47/WCR
52
EB
Left/Thru/Right
A
A
EB
Approach
A
A
WB
Left/Thru/Right
A
A
WB
Approach
A
A
NB
Left/Thru/Right
A
A
NB
Approach
A
A
SB
Left/Thru/Right
A
A
SB
Approach
A
A
Weld County Oil and Gas TIS Page 17
Table 3: 2025 Background Peak Hour Operations
Intersection
Movement
Level
of
Service
(LOS)
AM
PM
LOS
LOS
WCR
47/WCR
52
EB
Left/Thru/Right
A
A
EB
Approach
A
A
WB
Left/Thru/Right
A
A
WB
Approach
A
A
NB
Left/Thru/Right
A
A
NB
Approach
A
A
SB
Left/Thru/Right
A
A
SB
Approach
A
A
Weld County Oil and Gas TIS Page 18
Table 4: 2045 Background Peak Hour Operations
Intersection
Movement
Level
of
Service
(LOS)
AM
PM
LOS
LOS
WCR
47/WCR
52
EB
Left/Thru/Right
A
A
EB
Approach
A
A
WB
Left/Thru/Right
A
A
WB
Approach
A
A
NB
Left/Thru/Right
A
A
NB
Approach
A
A
SB
Left/Thru/Right
A
A
SB
Approach
A
A
Weld County Oil and Gas TIS Page 19
Table 5: 2025 Short Range Total Peak Hour Operations
Intersection
Movement
Level
of
Service
(LOS)
AM
PM
LOS
LOS
WCR
47/WCR
52
EB
Left/Thru/Right
A
A
EB
Approach
A
A
WB
Left/Thru/Right
A
A
WB
Approach
A
A
NB
Left/Thru/Right
A
A
NB
Approach
A
A
SB
Left/Thru/Right
A
A
SB
Approach
A
A
Intersection
Movement
Level
of Service
(LOS)
AM
PM
LOS
LOS
WCR
52/Site
Access
EB
Left/Thru
A
A
EB
Approach
A
A
WB
Thru/Right
A
A
WB
Approach
A
A
SB
Left/Right
A
A
SB
Approach
A
A
Weld County Oil and Gas TIS Page 20
Table 6: 2045 Long Range Total Peak Hour Operations
Intersection
Movement
Level
of
Service
(LOS)
AM
PM
LOS
LOS
WCR
47/WCR
52
EB
Left/Thru/Right
A
A
EB
Approach
A
A
WB
Left/Thru/Right
A
A
WB
Approach
A
A
NB
Left/Thru/Right
A
A
NB
Approach
A
A
SB
Left/Thru/Right
A
A
SB
Approach
A
A
Intersection
Movement
Level
of Service
(LOS)
AM
PM
LOS
LOS
WCR
52/Site
Access
EB
Left/Thru
A
A
EB
Approach
A
A
WB
Thru/Right
A
A
WB
Approach
A
A
SB
Left/Right
A
A
SB
Approach
A
A
Weld County Oil and Gas TIS Page 21
6.0 Findings
Based upon the analysis presented in this TIS, the proposed project will be able to successfully
meet Weld County's requirements. The study intersections are projected to operate acceptably
upon development of the proposed project in the short range total horizon.
The findings of the TIS are summarized below:
• The proposed project is anticipated to generate a maximum of approximately 36 daily
weekday trips, 18 AM total peak hour trips, and 18 PM total peak hour trips. See Table
1: Trip Generation.
• The study intersections are projected to operate acceptably and comply with the
County's intersection level of service (LOS) requirements with full development of the
proposed project and background traffic in the year 2025 shod range total future. See
Table 5.
• Based upon the projected traffic of the development, the State Highway Access Code
(SHAC), and Weld County criteria, auxiliary lanes are not required for the project.
• The existing street improvements are sufficient to handle the proposed project's traffic.
Weld County Oil and Gas TIS -Page 22
NE
APPENDICES:
Weld County Oil and Gas TIS Page 23
Appendix A: Traffic Counts
t
ALL TRAFFIC _VITA SEFIVICIES
(303) 2.16-2439
www_a Iftra icdatta_net
Location: 1 WC? 47 & C 52 .AM
Date: Wed n day? February 2.1, 2024
Peak Hour 07.15 AM - 08.1.5 AM
Peak 15 -Minutes: 07:15 AM - 07.30 AM
Peak Hour - Motorized VehiCles
16 141
4172
(30) i5
nls
26 (4• )
X11.
a. M z .
a -DJ 1 L. LtL i1
12 4- 6
iQ W a13 E 9
23 _ S
in co
7 o a
11
1147
1001
a 8
all.
17 (MI
050
Note: Tom study :aout contained in parentheses_
Traffic Counts - Motorized Vehicles
la SCR 52
Interval Eastbound
tar Tie Ulan Left Thru Rift U -Turn Left Thru Right U -Turn Lett Thru Right U -Turn Left Thru Ft* Total Hour W E o East South North
Peak Hour -- Bicycles
1
ao
t�
Dal" NL GL0
0 w -i.- E Im` °
r,
0irl 1 I rc a
WCR 52
0 0 0 r
0
1 UI,
R 47
Peak Hour - Pedestrians
. 47
0
a
'IN F.
1
°sin
Westbound Northbound Southbound RoIk g P . Irian Casings
7:00 AM 0 0 2 1
0 0 1 0 0 0 4 0 0 1 1 1 11 57 0 0 0 0
7:30 AM
7:45 AM
8:00AM
0
0
0
0
6
1
t
2
4
1
4
0
0
rJ
0
0
1
3 1
0
1 0
0
0
0
1
1
I
5
1
4
a
a
Q 0
D o
Cr 0 3
n
3 17
1 0 12
17 46
55
0
0
1I
0
0
0
0
0
0
a
0
815 AM
820 AM
8445 AM
Count Total
Beak Hour
0 1
0 0
0 0
th 13
2 1 0 0 0 0
1 0 0 0 0 CI
0 0 0 0 1 0
15 3 0 1 8 1
0
0
0
0
1
0
5
1
8
27
lyl
[i 0 0 4 9
CI l 14
CI 0 4 0 6
r 9 16 12 103
0
0
0
0
0
0
0
0
0
0
a
0
0
0 12 10 1
0 1 6 1 0 4 13
CI
9 66 63
0 0 0 0
Weld County Oil and Gas TIS
-Page 24
IE
WA!
*1.L MMMFIG DATA, SErtvILES
(3O3) 216-2439
www_s I Itraffh cd atd . net
Location: 1 WCR 47 & 'MR 52 PM
Date:
Wednesday. February 21_7. 2024
Peak Hour 05:00 PM - 06:00 PM
Peak 15 -Minutes: 05:00 PM - 05.1_5 PM
Peak Hour - Motorized Vehicles
(39) 22 0.92 17
I
i
Ca Q
kw) o.1 I L is
13
0.
12 _■■w
.4
W 0.82
4 n S ��
Arli 1 tr
Q a J J
I
r0
'a
MAL
(38) 21 0.64 18 (3)
4
0.75
5
Note: Taal study 031211iS contained in parentheses_
Traffic Counts - Motorized Vehicles
WCR 52
Interval Eaund
Start Tune
1
0
I
Peak Hour - Bicycles
°t
V
in0 0
a
0 0 0 -0
Z N t0
0UJW . . E
r 0
0ifl co
riiir
a
•Al0
M? _.F 52
'ages 1anand
U-T'sn Left Thru Ri't1 U0 Tura Lift
i
V
WCR. 47
I
Peak Hour - Pedestrians
WCR 47
Northbound Southbound
a
WIlk
S
0
Thru Right U -Turn Lei Thu Right U-Tum Left Thru Fit
i
Rol Pedestrian Crossings
Tots Hour West East South North
4:00 PM
4:15 PM
4-300 PM
4:45 PM
0
0
0
0
1
0
2
1
1
2
L9 0
0 000 0 0 0 1 0
0 0 3 0 0 0 1
0 0 3 0
0
1
1
0 C0 0 3 0 CI 0 5 2 16 47 0 0 000 0
00
Ci
C0
0
0
0 2 2 8
0 2 1 11
0 2 1 1:2
46 0 0 0 0
51 0 0 0
53 0 0
0
0
0
5:15 PM
530 PM
5:45 PM
0 2 2 0
0 0 0 1
0 0 1 0
0�
0
1
0
0 0 2 0
0
a
0
0
0
G
0
5
1 4 1 0 0 3
0 0 1 0 0 2 5 0 0 0
11 0 0
13 0 0 0 0
15 0 0 0 0
0
0
Count bat
Pak Hour
0 8 ₹1 10
Ur
4 I
0 0 6 18
Cl i_0 20
4 i
0 0 0 0
0 4 4 4 0 0 4 0 0 4 13 1 0 0
5
rr
0 00 0 0
Weld County Oil and Gas TIS -Page 25
Appendix B: Level of Service (LOS) Table
Level of Service Definitions
Level
of
Service
Signalized
Intersection
Unsignalized
Intersection
(LOS)
Average Total
Delay
Average
Total
Delay
(sec/veh)
(sec/veh)
A
≤
10
≤ 10
B
>10
and
≤20
>10
and
≤15
C
>20and
≤35
>15
and
≤25
D
>35and≤55
>25and≤35
E
>55and≤80
>35and≤50
F
> 80
> 50
Weld County Oil and Gas TIS Page 26
Appendix D: Weld County Functional Classification Map
Legend
Highway
Paved Local
Gravel Local
4 -Lane Controlled -Access County Highway
.Arterial
Collector
Arterials Not Constructed
01 Future Alignment To Be Determined
Note: The minimum right-of-way for WCR 29 between SH 392
and WCR 100 will be 100' except at the following intersections
it will be 140': SH 392, WCR 74, SH 14, WCR 90, WCR 100_
Weld County Oil and Gas TIS -Page 28
Appendix E: HCM Calculations (Synchro)
Weld County Oil and Gas TIS Page 29
Recent AM Peak Hour Kellar Engineering LLC
2: WCR 47 & WCR 52
03/15/2024
Intersection
Int Delay, s/veh 5
Movement
EBL EBT EBR WBL
WBT WBR
NBL NBT NBR SBL SBT SBR
Lane Configurations
4
4
Traffic Vol, veh/h 12
10 1 1 6 1 4
13 0 0 9 6
Future Vol, veh/h 12
10 1
1 6 1 4
13 0 0 9 6
Conflicting Peds, #/hr 0
0 0
0 0 0 0
0 0 0 0 0
Sign Control
Stop Stop Stop Stop
Stop Stop
Free Free Free Free Free Free
RT Channelized
- None
- None
MIMI
- None
- None
Storage Length
a
Veh in Median Storage, # - 0 0
al
0
OM
0
Grade, % 0
la
0
0
al
0
Peak Hour Factor 92 92 92 92 92 92 92
92 92 92 92 92
Heavy Vehicles, % 18
18 18 18 18 18 18
18 18 18 18 18
Mvmt Flow 13 11
1
1 7 1 4
14 0 0 10 7
Major/Minor
Minor2
M inorl Majorl
Major2
Conflicting Flow All
40 36 14 42 39 14 17
0 0 14 0 0
Stage 1
14 14 - 22 22
a a
MP
IMII
Stage 2
26 22 20 17
al
MI
Critical Hdwy
7.28 6.68 6.38 7.28 6.68 6.38 4.28
al
- 4.28
INN
Critical Hdwy Stg 1
6.28 5.68 - 6.28 5.68
MI
Critical Hdwy Stg 2
6.28 5.68 - 6.28 5.68
Follow-up Hdwy
3.662 4.162 3.462 3.662 4.162 3.462 2.362
- 2.362
Pot Cap -1 Maneuver
925 826 1021 922 823 1021 1502
a
- 1506
a
Stage 1
966 853 - 957 846
a
a
Stage 2
952 846 - 959 850
a
a
a
Platoon blocked, %
Mov Cap -1 Maneuver
917 824 1021
910 821 1021 1502
a
- 1506
a
Mov Cap -2 Maneuver
917 824
- 910 821
a
a
Stage 1
963 853
- 954 843
a
a
a
Stage 2
941 843
- 946 850
01111
Approach
EB WB NB
SB
HCM Control Delay, s 9.2
9.3
1.7
0
HCM LOS
A
A
Minor Lane/Major Mvmt
NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1502
la
- 878 852 1506
la
a
HCM Lane V/C Ratio 0.003
- 0.028 0.01
a
a
a
HCM Control Delay (s) 7.4 0 - 9.2 9.3 0
a
HCM Lane LOS A A - A A A
a
a
HCM 95th %tile Q(veh) 0 - - 0.1 0 0
la
a
HCM 2010 TWSC
Sean Kellar, PE, PTOE
Synchro Report
Recent PM Peak Hour Kellar Engineering LLC
2: WCR 47 & WCR 52
03/15/2024
Intersection
Int Delay, s/veh 3.1
Movement
EBL EBT EBR WBL
WBT WBR
NBL
NBT NBR SBL SBT SBR
Lane Configurations
4
4
4
Traffic Vol, veh/h
4 4 4
0 4 0
4 13 1 0 17 5
Future Vol, veh/h
4 4 4
0 4 0
4 13 1 0 17 5
Conflicting Peds, #/hr
0 0 0
0 0 0
0 0 0 0 0 0
Sign Control
Stop Stop Stop Stop
Stop Stop Free
Free Free Free Free Free
RT Channelized
- None
- None
MIMI
- None
- None
Storage Length
a
Veh in Median Storage, # -
0
al
0
0
OM
0
Grade, %
0
la
0
a
0
al
0
Peak Hour Factor 92 92 92 92
92 92 92
92 92 92 92 92
Heavy Vehicles, % 18 18 18
18 18 18
18 18 18 18 18 18
Mvmt Flow 4 4 4 0
4 0
4 14 1 0 18 5
Major/Minor
Minor2
M inorl Majorl
Major2
Conflicting Flow All
46 44 21 48 46 15 23
0 0 15 0 0
Stage 1
21 21 - 23 23
a
al
a
a
Stage 2
25 23 25 23
MI
a
Critical Hdwy
7.28 6.68 6.38 7.28 6.68 6.38 4.28
al
- 4.28
INN
Critical Hdwy Stg 1
6.28 5.68 - 6.28 5.68
MI
Critical Hdwy Stg 2
6.28 5.68 - 6.28 5.68
Follow-up Hdwy
3.662 4.162 3.462 3.662 4.162 3.462 2.362
- 2.362
Pot Cap -1 Maneuver
917 818 1012 914 816 1020 1494
a
- 1505
a
Stage 1
958 847 - 955 845
a
a a
Stage 2
953 845 - 953 845
a
a
a
a
Platoon blocked, %
a
Mov Cap -1 Maneuver
911 816 1012 904 814 1020 1494
a
- 1505
a
Mov Cap -2 Maneuver
911 816 - 904 814
a a
MIN
Stage 1
955 847 - 952 842
a
a
a
a
Stage 2
945 842 - 944 845
a
01111
Approach
EB WB NB
SB
HCM Control Delay, s
9 9.4 1.6
0
HCM LOS
A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLnl SBL SBT SBR
Capacity (veh/h)
1494 - - 906 814 1505
la ila
HCM Lane V/C Ratio 0.003 - 0.014 0.005
MIN
a a
HCM Control Delay (s) 7.4 0 9 9.4 0
HCM Lane LOS A A - A A A
a a
HCM 95th %tile Q(veh) 0 - 0 0 0
la ila
HCM 2010 TWSC
Sean Kellar, PE, PTOE
Synchro Report
2025 Background AM Peak Hour Kellar Engineering LLC
2: WCR 47 & WCR 52
03/15/2024
Intersection
Int Delay, s/veh 5
Movement
EBL EBT EBR WBL
WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
4
4
Traffic Vol, veh/h 12
10 1 1 6 1 4 13 0 0 9 6
Future Vol, veh/h 12
10 1
1 6 1 4 13 0 0 9 6
Conflicting Peds, #/hr 0
0 0
0 0 0 0 0 0 0 0 0
Sign Control
Stop Stop Stop Stop
Stop Stop
Free Free Free Free Free Free
RT Channelized
- None
- None
MIMI
- None
- None
Storage Length
Oil
Veh in Median Storage, # - 0 0
MI
0
OM
0
Grade, % 0
0
0
0
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 18
18 18 18 18 18 18 18 18 18 18 18
Mvmt Flow 13 11
1
1 7 1 4 14 0 0 10 7
Major/Minor
Minor2
M inorl Majorl
Major2
Conflicting Flow All
40 36 14 42 39 14 17 0 0 14 0 0
Stage 1
14 14 - 22 22
I= IMI
MI
MI
In
Stage 2
26 22 20 17
MI
MN
MI
Critical Hdwy
7.28 6.68 6.38 7.28 6.68 6.38 4.28
MI
- 4.28
INN
Critical Hdwy Stg 1
6.28 5.68 - 6.28 5.68
MI
Critical Hdwy Stg 2
6.28 5.68 - 6.28 5.68
Follow-up Hdwy
3.662 4.162 3.462 3.662 4.162 3.462 2.362
- 2.362
Pot Cap -1 Maneuver
925 826 1021 922 823 1021 1502
MI
- 1506
IM
Stage 1
966 853 - 957 846
=PI MIN
MIN
MIN
Stage 2
952 846 - 959 850
SIP
MEI
MEI
Platoon blocked, %
Mov Cap -1 Maneuver
917
824 1021 910 821 1021 1502
MI
- 1506
IM
Mov Cap -2 Maneuver
917 824
- 910 821
MIN
MIN
Stage 1
963 853
- 954 843
SIP
MEI
MEI
Stage 2
941 843
- 946 850
GPI
Approach
EB WB NB
SB
HCM Control Delay, s 9.2
9.3
1.7
0
HCM LOS
A
A
Minor Lane/Major Mvmt
NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1502
- 878 852 1506
HCM Lane V/C Ratio 0.003
- 0.028 0.01
MIN
MN
HCM Control Delay (s) 7.4 0 - 9.2 9.3 0
MI
HCM Lane LOS A A
OPP
A A A
MN
HCM 95th %tile Q(veh) 0
MI
- 0.1 0 0
HCM 2010 TWSC
Sean Kellar, PE, PTOE
Synchro Report
2025 Background PM Peak Hour Kellar Engineering LLC
2: WCR 47 & WCR 52
03/15/2024
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL
WBT WBR
NBL NBT NBR SBL SBT SBR
Lane Configurations
44 44
4
4
Traffic Vol, veh/h 4 4 4
0 4 0 4
13 1 0 17 5
Future Vol, veh/h 4 4 4
0 4 0 4
13 1 0 17 5
Conflicting Peds, #/hr 0 0 0
0 0 0 0
0 0 0 0 0
Sign Control Stop Stop Stop Stop
Stop Stop
Free Free Free Free Free Free
RT Channelized
- None - None
MIMI
- None
- None
Storage Length
Oil
Veh in Median Storage, # - 0 - 0
0
OM
0
Grade, %
0 - 0
O M
0
0
Peak Hour Factor 92 92 92 92 92 92 92
92 92 92 92 92
Heavy Vehicles, % 18 18 18 18 18 18 18
18 18 18 18 18
Mvmt Flow 4 4 4 0 4 0 4
14 1 0 18 5
Major/Minor
Minor2
M inorl Majorl
Major2
Conflicting Flow All
46 44 21 48 46 15 23
0 0 15 0 0
Stage 1
21 21 - 23 23
In
MI
IMP
Stage 2
25 23 25 23
MN
MI
Critical Hdwy
7.28 6.68 6.38 7.28 6.68 6.38 4.28
MI
- 4.28
INN
Critical Hdwy Stg 1
6.28 5.68 - 6.28 5.68
MI
Critical Hdwy Stg 2
6.28 5.68 - 6.28 5.68
Follow-up Hdwy
3.662 4.162 3.462 3.662 4.162 3.462 2.362
- 2.362
Pot Cap -1 Maneuver
917 818 1012 914 816 1020 1494
- 1505
IM
Stage 1
958 847 - 955 845
MIN
MI
MIN
Stage 2
953 845 - 953 845
SIP
MI
In
In
Platoon blocked, %
MI
Mov Cap -1 Maneuver
911 816 1012 904 814 1020 1494
- 1505
IM
Mov Cap -2 Maneuver
911 816 - 904 814
MI
MIN
MIN
Stage 1
955 847 - 952 842
MI
In
MEI
Stage 2
945 842 - 944 845
MI
GPI
Approach
EB WB NB
SB
HCM Control Delay, s
9 9.4 1.6
0
HCM LOS
A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLnl SBL SBT SBR
Capacity (veh/h)
1494 - - 906 814 1505
HCM Lane V/C Ratio 0.003 - 0.014 0.005
MIN
MN
HCM Control Delay (s) 7.4 0 9 9.4 0
MI
HCM Lane LOS A A - A A A
MN
HCM 95th %tile Q(veh) 0 - 0 0 0
HCM 2010 TWSC
Sean Kellar, PE, PTOE
Synchro Report
2025 Short Range Total AM Peak Hour Kellar Engineering LLC
2: WCR 47 & WCR 52
03/15/2024
Intersection
Int Delay, s/veh 6.1
Movement
EBL EBT EBR WBL
WBT WBR
NBL NBT NBR SBL SBT SBR
Lane Configurations
44
4
4
Traffic Vol, veh/h
22
21 3
1 10 1
5 13
0 0 9 10
Future Vol, veh/h
22 21 3
1 10 1 5
13 0 0 9 10
Conflicting Peds, #/hr
0 0 0
0 0 0 0
0 0 0 0 0
Sign Control
Stop Stop Stop Stop
Stop Stop
Free Free Free Free Free Free
RT Channelized
- None
- None
MIMI
- None
- None
Storage Length
a
Veh in Median Storage, # - 0 0
al
0
OM
0
Grade, % 0 0
la
0
al
0
Peak Hour Factor 92 92 92 92 92 92 92
92 92 92 92 92
Heavy Vehicles, % 18 18 18 18 18 18 18
18 18 18 18 18
Mvmt Flow 24 23
3 1 11 1 5
14 0 0 10 11
Major/Minor
Minor2
M inorl Majorl
Major2
Conflicting Flow All
46 40 16 53 45 14 21
0 0 14 0 0
Stage 1
16 16 - 24 24
al
In
Stage 2
30 24 29 21
MI
Critical Hdwy
7.28 6.68 6.38 7.28 6.68 6.38 4.28
al
- 4.28
INN
Critical Hdwy Stg 1
6.28 5.68 - 6.28 5.68
MI
Critical Hdwy Stg 2
6.28 5.68 - 6.28 5.68
Follow-up Hdwy
3.662 4.162 3.462 3.662 4.162 3.462 2.362
- 2.362
Pot Cap -1 Maneuver
917 822 1019 907 817 1021 1497
a
- 1506
a
Stage 1
964 851 - 954 844
a
a
a
a
Stage 2
947 844 - 948 847
a
a
a
a
Platoon blocked, %
a
Mov Cap -1 Maneuver
905 820 1019
883 815 1021 1497
a
- 1506
a
Mov Cap -2 Maneuver
905 820
- 883 815
a
a
a
a
Stage 1
961 851
- 951 841
a
a
a
a
Stage 2
931 841
- 920 847
a
01111
Approach
EB
WB
NB
SB
HCM Control Delay, s 9.4
9.4
2.1
0
HCM LOS
A
A
Minor Lane/Major Mvmt
NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)
1497
la
- 870 834 1506
la
a
HCM Lane V/C Ratio
0.004
- 0.057 0.016
a
a
a
HCM Control Delay (s) 7.4 0 - 9.4 9.4 0
a
HCM Lane LOS
A
A - A A A
a
a
HCM 95th %tile Q(veh)
0
a
- 0.2 0 0
la
a
HCM 2010 TWSC
Sean Kellar, PE, PTOE
Synchro Report
2025 Short Range Total AM Peak Hour Kellar Engineering LLC
3: WCR 52 & Access
03/15/2024
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
4 i* V
Traffic Vol, veh/h 1
23 16 8 23 2
Future Vol, veh/h 1
23 16 8 23 2
Conflicting Peds, #/hr 0
0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None
- None - None
Storage Length
MI
0
Veh in Median Storage, # - 0 0
ON
0
Grade, %
0 0
0
O M
Peak Hour Factor 92 92 92 92
92 92
Heavy Vehicles, % 25 18 18 25 25
25
Mvmt Flow 1
25 17 9 25 2
Major/Minor Majorl
Major2 Minor2
Conflicting Flow All 26 0
0 49 22
Stage 1
MI
- 22
In
Stage 2
MI
- 27
Critical Hdwy 4.35
- 6.65 6.45
Critical Hdwy Stg 1
MI
- 5.65
Critical Hdwy Stg 2
- 5.65
Follow-up Hdwy 2.425
- 3.725 3.525
Pot Cap -1 Maneuver 1451
MI
- 905 992
Stage 1
- 944
Stage 2
MI
- 939
SIP
Platoon blocked, %
OPP
Mov Cap -1 Maneuver 1451
MI
- 904 992
Mov Cap -2 Maneuver
- 842
Stage 1
MI
- 943
In
Stage 2
MI
- 939
Approach EB
WB
SB
HCM Control Delay, s 0.3
0
9.4
HCM LOS
A
Minor Lane/Major Mvmt
EBL EBT WBT WBRSBLn1
Capacity (veh/h)
1451
MN
- 852
HCM Lane V/C Ratio 0.001
MI
- 0.032
HCM Control Delay (s)
7.5 0
MP
- 9.4
HCM Lane LOS
A A
OPP NM
A
HCM 95th %tile Q(veh)
0
MI
ME
- 0.1
HCM 2010 TWSC
Sean Kellar, PE, PTOE
Synchro Report
2025 Short Range Total PM Peak Hour Kellar Engineering LLC
2: WCR 47 & WCR 52
03/15/2024
Intersection
Int Delay, s/veh 4.3
Movement
EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
44 44
4
4
Traffic Vol, veh/h
8 8 5 0 15 0 6 13 1 0 17 15
Future Vol, veh/h
8 8 5 0 15 0 6 13 1 0 17 15
Conflicting Peds, #/hr
0 0 0 0 0 0 0 0 0 0 0 0
Sign Control
Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized
- None - None
MIMI
- None
- None
Storage Length
a
Veh in Median Storage, # - 0 - 0
0
OM
0
Grade, % 0 - 0
a
0
al
0
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 18 18 18 18 18 18 18 18 18 18 18 18
Mvmt Flow 9 9 5 0 16 0 7 14 1 0 18 16
Major/Minor
Minor2
M inorl Majorl
Major2
Conflicting Flow All
63 55 26 62 63 15 34 0 0 15 0 0
Stage 1
26 26 - 29 29
MP
a
Stage 2
37 29 - 33 34
MI
a
Critical Hdwy
7.28 6.68 6.38 7.28 6.68 6.38 4.28
al
- 4.28
INN
Critical Hdwy Stg 1
6.28 5.68 - 6.28 5.68
MI
Critical Hdwy Stg 2
6.28 5.68 - 6.28 5.68
Follow-up Hdwy
3.662 4.162 3.462 3.662 4.162 3.462 2.362
- 2.362
Pot Cap -1 Maneuver
894 806 1006 895 798 1020 1480
a
- 1505
a
Stage 1
952 843 - 948 840
a
a
a
Stage 2
939 840 - 944 836
a
a
a
a
Platoon blocked, %
a
Mov Cap -1 Maneuver
877 802
1006 880 794 1020 1480
a
- 1505
a
Mov Cap -2 Maneuver
877 802
- 880 794
a
a
a
a
Stage 1
947 843
- 943 836
a
a
a
a
Stage 2
916 836
- 929 836
a
01111
Approach
EB
WB
NB
SB
HCM Control Delay, s 9.2
9.6
2.2
0
HCM LOS
A
A
Minor Lane/Major Mvmt
NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)
1480
la
- 873 794 1505
la
a
HCM Lane V/C Ratio
0.004
- 0.026 0.021
MIN
a
a
HCM Control Delay (s)
7.4 0 - 9.2 9.6
0
a
HCM Lane LOS
A
A - A A
A
a
a
HCM 95th %tile Q(veh)
0
a
- 0.1 0.1
0
la
a
HCM 2010 TWSC
Sean Kellar, PE, PTOE
Synchro Report
2025 Short Range Total PM Peak Hour Kellar Engineering LLC
3: WCR 52 & Access
03/15/2024
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
4 I* 'Y
Traffic Vol, veh/h 2
12 13 23 8 1
Future Vol, veh/h 2
12 13 23 8 1
Conflicting Peds, #/hr 0
0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None
- None - None
Storage Length
MI
0
Veh in Median Storage, # - 0 0
ON
0
Grade, %
0 0
0
O M
Peak Hour Factor 92 92 92 92
92 92
Heavy Vehicles, % 25 18 18 25 25
25
Mvmt Flow 2
13 14 25 9 1
Major/Minor Majorl
Major2 Minor2
Conflicting Flow All 39 0
0 44 27
Stage 1
IMI
- 27
In
Stage 2
MN
MI
OM
17
Critical Hdwy 4.35
- 6.65 6.45
Critical Hdwy Stg 1
MI
- 5.65
Critical Hdwy Stg 2
- 5.65
Follow-up Hdwy 2.425
- 3.725 3.525
Pot Cap -1 Maneuver 1435
MI
- 911 986
Stage 1
MIN
IMI
- 939
Stage 2
MI
- 949
SIP
Platoon blocked, %
OM
Mov Cap -1 Maneuver 1435
- 910 986
Mov Cap -2 Maneuver
MIN
IMI
IIMI
- 846
Stage 1
MI
- 938
Stage 2
- 949
Approach EB
WB
SB
HCM Control Delay, s 1.1
0
9.2
HCM LOS
A
Minor Lane/Major Mvmt
EBL EBT WBT WBRSBLn1
Capacity (veh/h)
1435
MN
- 860
HCM Lane V/C Ratio 0.002
MI
- 0.011
HCM Control Delay (s)
7.5 0
MP
- 9.2
HCM Lane LOS
A A
A
HCM 95th %tile Q(veh)
0
MI
ME MI
0
HCM 2010 TWSC
Sean Kellar, PE, PTOE
Synchro Report
2045 Background AM Peak Hour Kellar Engineering LLC
2: WCR 47 & WCR 52
03/15/2024
Intersection
Int Delay, s/veh 5.1
Movement EBL EBT EBR WBL
WBT WBR
NBL NBT NBR SBL SBT SBR
Lane Configurations
44 44
4
4
Traffic Vol, veh/h 18
15 2 2 9 2 6
20 0 0 14 9
Future Vol, veh/h
18 15 2 2 9 2 6 20
0 0 14 9
Conflicting Peds, #/hr 0 0 0
0 0 0 0
0 0 0 0 0
Sign Control Stop Stop Stop Stop
Stop Stop
Free Free Free Free Free Free
RT Channelized
- None - None
MIMI
- None
- None
Storage Length
Oil
Veh in Median Storage, # - 0 - 0
0
OM
0
Grade, %
0 - 0
0
0
Peak Hour Factor 92 92 92 92 92 92 92
92 92 92 92 92
Heavy Vehicles, % 18 18 18 18 18 18 18
18 18 18 18 18
Mvmt Flow 20 16 2 2 10 2 7 22
0 0 15 10
Major/Minor
Minor2
M inorl Majorl
Major2
Conflicting Flow All
62 56 20 65 61 22 25
0 0 22 0 0
Stage 1
20 20 - 36 36
In
MI
IMP
Stage 2
42 36 29 25
MN
MI
Critical Hdwy
7.28 6.68 6.38 7.28 6.68 6.38 4.28
MI
- 4.28
INN
Critical Hdwy Stg 1
6.28 5.68 - 6.28 5.68
MI
Critical Hdwy Stg 2
6.28 5.68 - 6.28 5.68
Follow-up Hdwy
3.662 4.162 3.462 3.662 4.162 3.462 2.362
- 2.362
Pot Cap -1 Maneuver
895 805 1013 891 800 1011 1492
MI
- 1496
MI
Stage 1
959 848 - 940 834
Stage 2
933 834 - 948 844
MEI
MEI
Platoon blocked, %
Mov Cap -1 Maneuver
882 801 1013 872 796 1011 1492
MI
- 1496
IM
Mov Cap -2 Maneuver 882 801
- 872 796
MIN
Stage 1
954 848
- 935 830
In
In
Stage 2
915 830
- 928 844
NM
Approach
EB WB NB
SB
HCM Control Delay, s 9.4
9.4
1.7
0
HCM LOS
A
A
Minor Lane/Major Mvmt
NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1492
- 851 834 1496
HCM Lane V/C Ratio 0.004
- 0.045 0.017
MIN
MN
HCM Control Delay (s) 7.4 0 - 9.4 9.4 0
MI
HCM Lane LOS A
A - A A A
MN
HCM 95th %tile Q(veh)
0 - - 0.1 0.1 0
HCM 2010 TWSC
Sean Kellar, PE, PTOE
Synchro Report
2045 Background PM Peak Hour Kellar Engineering LLC
2: WCR 47 & WCR 52
03/15/2024
Intersection
Int Delay, s/veh 3.1
Movement
EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
s 44
4
4
Traffic Vol, veh/h
6 6 6 0 6 0 6 20 2 0 26 8
Future Vol, veh/h
6 6 6 0 6 0 6 20 2 0 26 8
Conflicting Peds, #/hr
0 0 0 0 0 0 0 0 0 0 0 0
Sign Control
Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized
- None - None
MIMI
- None
- None
Storage Length
Veh in Median Storage, # - 0 - 0
0
IIIII
0
Grade, % 0 - 0
O M
0
0
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 18 18 18 18 18 18 18 18 18 18 18 18
Mvmt Flow 7 7 7 0 7 0 7 22 2 0 28 9
Major/Minor
Minor2
M inorl Majorl
Major2
Conflicting Flow All
74 71 33 77 74 23 37 0 0 24 0 0
Stage 1
33 33 - 37 37
Stage 2
41 38 - 40 37
MN
Critical Hdwy
7.28 6.68 6.38 7.28 6.68 6.38 4.28
- 4.28
INN
Critical Hdwy Stg 1
6.28 5.68 - 6.28 5.68
Critical Hdwy Stg 2
6.28 5.68 - 6.28 5.68
Follow-up Hdwy
3.662 4.162 3.462 3.662 4.162 3.462 2.362
- 2.362
Pot Cap -1 Maneuver
879 790 996 875 787 1009 1476
- 1493
PM
Stage 1
944 837 - 939 833
MIN
MIN
MIN
Stage 2
934 833 - 936 833
Platoon blocked, %
IIMI
Mov Cap -1 Maneuver
870 786 996 860 783 1009 1476
- 1493
PM
Mov Cap -2 Maneuver 870 786
- 860 783
MIN
MIN
Stage 1
939 837
- 934 829
Stage 2
922 829
- 923 833
GPI
Approach
EB WB NB
SB
HCM Control Delay, s 9.2
9.6
1.6
0
HCM LOS
A
A
Minor Lane/Major Mvmt
NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1476
- 876 783 1493
HCM Lane V/C Ratio 0.004
- 0.022 0.008
MIN
MN
HCM Control Delay (s) 7.5 0 - 9.2 9.6 0
HCM Lane LOS A
A - A A A
MN
HCM 95th %tile Q(veh)
0 - - 0.1 0 0
HCM 2010 TWSC
Sean Kellar, PE, PTOE
Synchro Report
2045 Long Range Total AM Peak Hour Kellar Engineering LLC
2: WCR 47 & WCR 52
03/15/2024
Intersection
Int Delay, s/veh 6
Movement
EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
s 44
4
4
Traffic Vol, veh/h
28 26 4 2 13 2 7 20 0 0 14 13
Future Vol, veh/h
28 26 4 2 13 2 7 20 0 0 14 13
Conflicting Peds, #/hr
0 0 0 0 0 0 0 0 0 0 0 0
Sign Control
Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized
- None - None
MIMI
- None
- None
Storage Length
a
la
Veh in Median Storage, # - 0 - 0
0
OM
0
Grade, % 0 - 0
0
al
0
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 18 18 18 18 18 18 18 18 18 18 18 18
Mvmt Flow 30 28 4 2 14 2 8 22 0 0 15 14
Major/Minor
Minor2
M inorl Majorl
Major2
Conflicting Flow All
68 60 22 76 67 22 29 0 0 22 0 0
Stage 1
22 22 - 38 38
In
al
a
Stage 2
46 38 - 38 29
MI
a
Critical Hdwy
7.28 6.68 6.38 7.28 6.68 6.38 4.28
al
- 4.28
INN
Critical Hdwy Stg 1
6.28 5.68 - 6.28 5.68
MI
Critical Hdwy Stg 2
6.28 5.68 - 6.28 5.68
Follow-up Hdwy
3.662 4.162 3.462 3.662 4.162 3.462 2.362
- 2.362
Pot Cap -1 Maneuver
887 801 1011 876 794 1011 1487
a
- 1496
a
Stage 1
957 846 - 938 833
a
a
Stage 2
929 833 - 938 840
a
a
a
a
Platoon blocked, %
a
Mov Cap -1 Maneuver
869 797 1011
845 790 1011 1487
a
- 1496
a
Mov Cap -2 Maneuver
869 797
- 845 790
a
a
Stage 1
952 846
- 933 829
a
a
a
a
Stage 2
907 829
- 903 840
a
11141
Approach
EB WB NB
SB
HCM Control Delay, s 9.6
9.5
1.9
0
HCM LOS
A
A
Minor Lane/Major Mvmt
NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1487
la
- 843 817 1496
la
a
HCM Lane V/C Ratio 0.005
- 0.075 0.023
MIN
a
a
HCM Control Delay (s) 7.4 0 - 9.6 9.5 0
a
HCM Lane LOS
A A A
a
a
a
HCM 95th %tile Q(veh)
0 - 0
la
a
HCM 2010 TWSC
Sean Kellar, PE, PTOE
Synchro Report
A A
- 0.2 0.1
2045 Long Range Total AM Peak Hour Kellar Engineering LLC
3: WCR 52 & Access
03/15/2024
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
4 I+ V
Traffic Vol, veh/h 1
35 24 8 23 2
Future Vol, veh/h 1
35 24 8 23 2
Conflicting Peds, #/hr 0
0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None
- None - None
Storage Length
MI
0
Veh in Median Storage, # - 0 0
ON
0
Grade, %
0 0
0
O M
Peak Hour Factor 92 92 92 92
92 92
Heavy Vehicles, % 25 18 18 25 25
25
Mvmt Flow 1
38 26 9 25 2
Major/Minor Majorl
Major2 Minor2
Conflicting Flow All 35 0
0 71 31
Stage 1
IMI
- 31
SIP
Stage 2
MN
MI
- 40
Critical Hdwy 4.35
- 6.65 6.45
Critical Hdwy Stg 1
MI
- 5.65
Critical Hdwy Stg 2
- 5.65
Follow-up Hdwy 2.425
- 3.725 3.525
Pot Cap -1 Maneuver 1440
MI
- 879 981
Stage 1
MIN
IMI
- 935
Stage 2
MI
MI
- 927
Platoon blocked, %
IIMI
OPP
Mov Cap -1 Maneuver 1440
MI
- 878 981
Mov Cap -2 Maneuver
- 825
MI
Stage 1
MI
- 934
Stage 2
MI
- 927
Approach EB
WB
SB
HCM Control Delay, s 0.2
0
9.5
HCM LOS
A
Minor Lane/Major Mvmt
EBL EBT WBT WBR SBLn1
Capacity (veh/h)
1440
MN
- 836
HCM Lane V/C Ratio 0.001
MI
- 0.033
HCM Control Delay (s)
7.5 0
MP
- 9.5
HCM Lane LOS
A A
OPP NM
A
HCM 95th %tile Q(veh)
0
MI
ME
- 0.1
HCM 2010 TWSC
Sean Kellar, PE, PTOE
Synchro Report
2045 Long Range Total PM Peak Hour Kellar Engineering LLC
2: WCR 47 & WCR 52
03/15/2024
Intersection
Int Delay, s/veh 4.1
Movement
EBL EBT EBR WBL
WBT WBR
NBL NBT NBR SBL SBT SBR
Lane Configurations
44 44
4
4
Traffic Vol, veh/h
10 10
7 0 17
0 8
20 2 0 26 18
Future Vol, veh/h 10
10 7 0 17
0 8 20
2 0 26 18
Conflicting Peds, #/hr 0
0 0 0 0 0 0
0 0 0 0 0
Sign Control
Stop Stop Stop Stop Stop Stop
Free Free Free Free Free Free
RT Channelized
- None - None
MIMI
- None
- None
Storage Length
a
la
Veh in Median Storage, # - 0 - 0
0
OM
0
Grade, % 0
la
0
a
0
al
0
Peak Hour Factor 92 92 92 92 92 92 92
92 92 92 92 92
Heavy Vehicles, % 18
18 18 18 18 18 18
18 18 18 18 18
Mvmt Flow 11
11 8 0
18 0 9 22
2 0 28 20
Major/Minor
Minor2
M inorl Majorl
Major2
Conflicting Flow All
88 80 38 89 89 23 48
0 0 24 0 0
Stage 1
38 38 - 41 41
In
al
a
a
Stage 2
50 42 - 48 48
MI
a
Critical Hdwy
7.28 6.68 6.38 7.28 6.68 6.38 4.28
al
- 4.28
INN
Critical Hdwy Stg 1
6.28 5.68 - 6.28 5.68
MI
Critical Hdwy Stg 2
6.28 5.68 - 6.28 5.68
Follow-up Hdwy
3.662 4.162 3.462 3.662 4.162 3.462 2.362
- 2.362
Pot Cap -1 Maneuver
860 781 990 859 772 1009 1462
a
- 1493
a
Stage 1
938 833 - 934 830
a
MIN
Stage 2
924 829 - 926 824
a
a
a
Platoon blocked, %
Mov Cap -1 Maneuver 840 776 990 839 767 1009 1462
a
- 1493
a
Mov Cap -2 Maneuver 840 776
- 839 767
MIN
a
a
MIN
Stage 1
932 833 - 928 825
a
a
a
a
Stage 2
898 824 - 907 824
IIMI
GPI
Approach
EB WB NB
SB
HCM Control Delay, s 9.4
9.8
2
0
HCM LOS
A
A
Minor Lane/Major Mvmt
NBL NBT NBR EBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1462
la
- 847 767 1493
la
a
HCM Lane V/C Ratio 0.006
- 0.035 0.024
a
a
a
HCM Control Delay (s)
7.5 0 - 9A 9.8 0
a
HCM Lane LOS
A A - A A A
a
a
HCM 95th %tile Q(veh)
0 - - 0.1 0.1 0
la
a
HCM 2010 TWSC
Sean Kellar, PE, PTOE
Synchro Report
2045 Long Range Total PM Peak Hour Kellar Engineering LLC
3: WCR 52 & Access
03/15/2024
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
4 I+ 'Y
Traffic Vol, veh/h 2 18 20 23
8 1
Future Vol, veh/h 2
18 20 23 8 1
Conflicting Peds, #/hr 0
0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None
- None - None
Storage Length
MI
0
Veh in Median Storage, # - 0 0
ON
0
Grade, %
0 0
0
O M
Peak Hour Factor 92 92 92 92
92 92
Heavy Vehicles, % 25 18 18 25 25
25
Mvmt Flow 2 20 22
25 9 1
Major/Minor Majorl
Major2 Minor2
Conflicting Flow All 47 0
0 59 35
Stage 1
MI
- 35
In
Stage 2
MI
- 24
Critical Hdwy 4.35
- 6.65 6.45
Critical Hdwy Stg 1
MI
- 5.65
Critical Hdwy Stg 2
- 5.65
Follow-up Hdwy 2.425
- 3.725 3.525
Pot Cap -1 Maneuver 1425
MI
- 893 976
Stage 1
MIN
IMI
IIMI
- 931
Stage 2
MI
- 942
SIP
Platoon blocked, %
OM
Mov Cap -1 Maneuver 1425
MI
- 892 976
Mov Cap -2 Maneuver
MIN
IMI
- 834
Stage 1
MI
- 930
Stage 2
- 942
Approach EB
WB
SB
HCM Control Delay, s 0.8
0
9.3
HCM LOS
A
Minor Lane/Major Mvmt
EBL EBT WBT WBRSBLn1
Capacity (veh/h)
1425
MN
- 848
HCM Lane V/C Ratio 0.002
MI
- 0.012
HCM Control Delay (s)
7.5 0
MP
- 9.3
HCM Lane LOS
A A
A
HCM 95th %tile Q(veh)
0
MI
ME MI
0
HCM 2010 TWSC
Sean Kellar, PE, PTOE
Synchro Report
KELLAR ENGINEERING
Sean Kellar, PE, PTOE
Principal Engineer
Education
B.S., Civil Engineering, Arizona State
University — Tempe, AZ
Registration
Colorado, Professional Engineer (PE)
Wyoming, Professional Engineer (PE)
Idaho, Professional Engineer (PE)
Arizona, Professional Engineer (PE)
Kansas, Professional Engineer (PE)
Missouri, Professional Engineer (PE)
Professional Traffic Operations Engineer
(PTOE)
Professional Memberships
Institute of Transportation Engineers
(ITE)
Industry Tenure
24 Years
WORK EXPERIENCE:
Sean's wide range of
expertise includes:
transportation plan-
ning, traffic modeling
roadway design, bike
and pedestrian facili-
ties, traffic impact
studies, traffic signal
warrant analysis, parking studies, corridor planning
and access management. Sean's experience in both the
private and public sectors; passion for safety and ex-
cellence; and strong communication and collaboration
skills can bring great value to any project. Prior to
starting Kellar Engineering, Sean was employed at the
Missouri Department of Transportation (MoDOT) as
the District Traffic Engineer for the Kansas City
District. Sean also worked for the City of Loveland,
CO for over 10 years as a Senior Civil Engineer
supervising a division of transportation/traffic
engineers. While at the City of Loveland, Sean
managed several capital improvement projects,
presented several projects to the City Council and
Planning Commission in public hearings, and managed
the revisions to the City's Street Standards. Sean is
also proficient in Highway Capacity Software,
Synchro, PT Vissim, Rodel, GIS, and AutoCAD.
Kellar Engineering, Principal Engineer/President — January 2016 — Present
Missouri Department of Transportation, District Traffic Engineer, Kansas City District — June
2015 — January 2016
City of Loveland, Colorado, Senior Civil Engineer, Public Works Department — February 2005
June 2015
Kirkham Michael Consulting Engineers, Project Manager - February 2004 — February 2005
Dibble and Associates Consulting Engineers, Project Engineer - August 1999 - February 2004
AGPROfessionals
DEVELOPERS OF AGRICULTURE
Statement of Oil and Gas, Irrigation Ditches/Laterals, Pipelines, Overhead Lines,
Railroads & Other Infrastructure
Prepared for Ana Holguin and Mario Contreras
USR Application
This statement is provided for potential infrastructure on the property. There are no oil and gas
tank batteries or well heads on the subject property. There are no irrigation ditches across the
subject property. There are no railroads on or adjacent to the property and there are no overhead
transmission lines along the property.
ENGINEERING, PLANNING, CONSULTING & REAL ESTATE
HQ & Mailing: 3050 67th Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax
Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208-595-5301
www.agpros.com
AGPROfessionals
DEVELOPERS OF AGRICULTURE
Nuisance and Waste Management Plan
Prepared for Ana Holguin and Mario Contreras
USR Application
Introduction
MVJ Transports, Inc. will be developed for an oil and gas support and services business for truck
parking and equipment storage in the Agricultural Zone District.
It is expected that the operation will have up to 18 full-time employees. Two shifts are proposed,
so no more than 9 employees are proposed per shift.
Parking on site will occur 24 hours a day, seven days a week. Employees are expected to access
the site at shift change which occurs at 6:00 A.M. and 6:00 P.M. daily.
Other uses in the surrounding area include rural residential, agricultural, RV storage, several oil
and gas support service operations, pipelines, second single family dwelling, and outdoor
storage.
MVJ Transports, Inc. will use the methods described below to minimize potential nuisances and
waste produced as a result of the proposed uses.
Noise
The property owner or operator will attempt to minimize noise generated during operation and
maintain compliance with Weld County Noise Requirements. The facility will adhere to the
maximum permissible noise levels allowed in the Agricultural Zone District.
On -site operations will primarily be the pick up and drop off of trucks. As on -site operations are
limited, no additional sound buffering is proposed.
Light
Existing pole lights are currently located in the corrals on site and are expected to remain. If
additional lighting is needed, fence mounted lighting is proposed. Sources of light will be
shielded so that light rays will not shine directly onto adjacent properties where such would
cause a nuisance or interfere with the use on the adjacent properties. Neither the direct, nor
reflected light from any light source will create a traffic hazard to operators of motor vehicles on
public or private streets. No colored light will be used which may be confused with, or construed
as, traffic control devices.
ENGINEERING, PLANNING, CONSULTING & REAL ESTATE
HQ & Mailing: 3050 67th Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax
Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208-595-5301
www.agpros.com
Page 2 of 2
Waste Management
The property owner or operator will be responsible for controlling noxious weeds on the site.
MVJ Transports, Inc. attempts to limit the amount of waste generated from the truck parking. For
all on -site operations, trash will be collected in a covered, confined trash dumpster and removed
as needed by a trash removal company.
There is no sanitary sewer service to, or within four hundred feet of, the subject property. As the
employees will generally be on site for less than two hours per day, portable toilets are expected
to be adequate for the employees.
Dust Abatement
The operation is not expected to generate disproportionate amounts of fugitive dust. Lot surfaces
are primarily grass or unimproved earth, and recycled asphalt surfaces in roadways, parking, and
operations areas.
Parking is internal to the site. The subject property is accessed along the south of the parcel from
the existing gravel drive located on Weld County Road (WCR) 52 approximately 700 feet west
WCR 47.
WCR 52 is a local gravel road maintained by Weld County. Vehicles will not gain significant
speed on -site before the access road intersects with WCR 47 due to the distance from the
operations area to WCR 52.
Watering of surfaces will occur as necessary to suppress dust.
Notice of Inquiry
Weld County Department of Planning Services
Pre -application
Case #
PRE23-0260
Date
of Inquiry
10/24/2023
Municipality
Kersey CPA
Evans
CPA
Name
of
Person Inquiring
Ana
Macias
and
Mario
Guillen
Property
Owner
Ana
Macias and
Mario Guillen
Planner
Diana Aungst
Planner
Phone
Number
970-400-3524
Planner
Email
Address
daungst@weld.gov
Legal
Description
Lot A of
RE
-3692; being
part of
the
SE4
of Section 26, T5N,
R65W
Parcel
Number
096126400070
Nearest
Intersection
CR
47
and
CR
52
Type
of Inquiry
USR
for Oil
and Gas Support
and Service Truck
parking
and
hauling
The above person met with County Planning staff about developing a parcel of land inside your designated
Intergovernmental Agreement/Coordinated Planning Agreement Boundary.
County Planner's signature
Would you like to pursue annexation of this property? NO X YES
Date of Contact 10/26/2023
Comments:
This is outside of our growth management area. No concerns.
S
Community Development Director
gna re of Municipality Representative Title
10/27/2023
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.
Department of Planning Services
1402 N 17th Ave, PO Box 758, Greeley, CO 80632
970-400-6100 I www.weld.gov
20230310
Notice of Inquiry
Weld County Department of Planning Services
Pre -application
Case #
PRE23-0260
Date of
Inquiry
10/24/2023
Municipality
Kersey CPA
Name of
Person
Inquiring
Ana
Macias and
Mario
Guillen
i
Property
Owner
Ana Macias and
Mario Gulllen
Planner
Diana
Aungst
Planner
Phone
Number
970-400-3524
Planner
Email
Address
daungstcweld.v
j
Legal
Description
Lot A of
RE
-3692; being
part of
the
SE4
of
Section
26, T5N,
R65W
Parcel
Number
096126400070
Nearest
Intersection
CR
47
and CR 52
Type of
inquiry
USR for
Oil
and
Gas Support
and
Service
Truck
parking
and
hauling
The above person met with County Planning staff about developing a parcel of land inside your designated
Intergovernmental Agreement/Coordinated Planning Agreement Boundary.
arc( LOUrr,
County Planner's signature
Would
you
like
topursue
annexation
of
thisproperty?
NO X YES
Date
of Contact
12.4.23
Comments:
Kersey is not
interested
in annexing
this
property,
but
please
contact
the
Town if you wish
to further
develop
the
property.
Vadiutba 0/2.&I
Planner
12.7.23
Signature
of
Municip
lity
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.
Department of Planning Services
14O2 N 17th Ave, PO Box 758, Greeley, CO 80632
970-400-6100 www.weld.gov
20230310
Signed:
Weld County Treasurer
Statement of Taxes Due
Account Number 82821204
Assessed To
Parcel 096126400070
MACIAS ANA GEORGINA HOLGUIN
22815 COUNTY ROAD 52 # B
GREELEY. CO 80631-9018
Legal Description
PT SE4 26-5-65 LOT A REC EXEMPT RE -3692 (_ 17R')
Situs Address
22815 COUNTY ROAD 52 WELD
Year
Tax Char's
2023
Total Tax Charge
Tax Interest
$570.88
Fees Payments
$0.00 $0 00 ($570.88)
Balance
$0.00
$000
Grand Total Due as of 04/18/2024
$0.00
Tax Billed at 2023 Rates for Tax Area 0698 - 0698
Authority
WELD COUNTY
SCHOOL DIST 6-GREELEY
NORTHERN COLORADO WATER
(NC
CENTRAL COLORADO WATER
(CCW
CENTRAL COLORADO WATER
SUBD
LA SALLE FIRE
AIMS JUNIOR COLLEGE
HIGH PLAINS LIBRARY
WEST GREELEY CONSERVATION
Taxes Billed 2023
* Credit Levy
Mill Levy
12 0240000*
47.0400000
1 0000000
0 8910000
1.3000000
5 1540000
6 3360000
3 1960000
0 4140000
Amount Values
$88 71
$347.16
$7.38 Total
$658
$960
$3 8 04
$46.76
$23.59
$306
77 3550000
$570 88
MANUFCTD.HOUSIN
G -LAND
Actual
$165,219
Assessed
$11,070
$165,219
511,070
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.
CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE AFTER THE
FOLLOWING DATES: PERSONAL PROPERTY, REAL PROPERTY, AND MOBILE HOMES - AUGUST 1.
TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK.
POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMENTS. PAYMENTS MUST BE IN OUR OFFICE AND
PROCESSED BY THE LAST BUSINESS DAY OF THE MONTH.
Nmisigeers-
eat,
.ti
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 of the status as of this date of all property
taxes special assessments, and prior tax liens attached to this account.
r
Current year's taxes are due but not delinquent.
Date: (A \26241
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