HomeMy WebLinkAbout20231409.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION
FOR PLANNING DEPARTMENT USE:
AMOUNT $
APPLICATION RECEIVED BY
DATE RECEIVED:
CASE # ASSIGNED:
PLANNER ASSIGNED:
PROPERTY INFORMATION
Is the property currently in violation?
F -
No/
Yes Violation Case Number:
Parcel Number: 1 3 0 5 _ 2 0 _ 0 _ 0 0 _ 0 1 3
--- --- --- --- --- --- --- --- --- --- --- ---
Site Address: Currently No Address.
Legal Description: PT SW4 20-2-64 LOT B REC EXEMPT RE -3024 (.54R)
Section: 20 , Township 2
Within subdivision or townsite?
F-
N, Range 64 W Zoning District: A
No /1— Yes Name:
Acreage: 7.0205
Water (well permit # or water district tap #):
Sewer (On -site wastewater treatment system permit # or sewer account #):
Floodplain
No /
P
Yes Geological Hazard No /
PROJECT
USR Use being applied for: Bulk Natural Gas Compression Station
Name of proposed business: Voltagrid LLC
r
Yes Airport Overlay
F -
No/
T
Yes
PROPERTY OWNER(S) (Attach additional sheets if necessary.)
Name: Voltagrid LLC (Representative: Soren Maloney)
Company: Voltagrid LLC
Phone #: 832-983-5052
403-874-7180
Street Address: 917 Mulberry Lane
TJ Gill
Email: soren.maloney@voltagrid.com
TJ.Gill@Voltagrid.com
City/State/Zip Code: Bellaire, TX 77401
APPLICANT/AUTHORIZED AGENT (Authorization Form must be included if there is an Authorized Agent)
Name: Luke Seeber
Company: Baseline Engineering
Phone #: 970-556-5284
Email: luke.seeber@baselinecorp.com
Street Address: 4007 S Lincoln Avenue #405
City/State/Zip Code: Loveland, CO 80537
I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or
contained within the application are true and correct to the best of my (our) knowledge. All fee owners of the property must
sign this application. If an Authorized Agent signs, an Authorization Form signed by all fee owners must be included with
the application. If the fee owner is a corporation, evidence must be included indicating the signatory has the legal authority
to sign for the corporation.
Signature
Soren Maloney
TJ Gill
12/2/2022
Date
Signature Date
Print Print
12/15/21 9
I, (We) VoltaGrid LLC
AUTHORIZATION FORM
(Owner -- please print)
DEPARTMENTS OF PLANNING
BUILDING, DEVELOPMENT REVIEW
AND ENVIRONMENTAL HEALTH
1555 NORTH 17TH AVENUE
GREELEY, CO 80631
give permission to Baseline Engineering/ Luke Seeber
(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:
Parcel Number 1305-20-0-00-013
Legal Description: PT SW4 20-2 64 LOT B REC EXE of Section 20 Township 2 N, Range 64
Subdivision Name: NfA
Lot Block
Property Owners Information:
Address: 917 Mulberry Lane, Bellaire TX 77401 OR 10800 Telge Rd Houston TX 77095
Phone: 403-874-7180 E-mail: TJ.Gill@voltagrid.com
Authorized Agent]Applicant Contact Information:
Address: 4007 S Lincoln Avenue, #405, Loveland, CO 80537
Phone: 970-556-5284 E -Mail: luke.seeber@baselinecorp.com
Correspondence to be sent to: Owner El Authorized Agent/Applicant El by: Mail EI Email
Additional Info: _
I (We) hereby certify, under penalty of perjury and after carefully reading the entire contents of this
document, that the information stated above is true and correct to the best of my (our) knowledge.
Date 31 2.z/ 2 L3 Date
Owner Signature — Teillinekef Singh Gi11 Owner Signature
C birec3-vr ce� �Yte Gompa1 •)
Subscribed and sworn to before me this Land day of M t(rc1i1
Te, noler si+l rl x'01
My commission expires No k'X() -1,,S A M RYY11t(
, 20
by
Notary Pub!'
vRUCt f, . iatrnyE M V,,5RON
Barra .tor $rSolicitor
and Notary_ -15. 1ic`in and
for the .ProvL Ce-Of Alberta
*tea VoltaGrid
10800 Telge Rd
Houston, Texas
77095
January 4, 2023
Re: Letter of Authority
VoltaGrid authorizes TJ Gill, Director of Natural Gas Processing and Facilities to apply for permits on its behalf for the
CNG Station in Weld County.
If you have any questions, please contact me at 281-636-3074
Regards,
/t2. O67W
Nathan Ough
President and CEO
USE BY SPECIAL REVIEW (USR) PLANNING QUESTIONNAIRE
1. Explain the proposed use and business name.
Voltagrid LLC intends to run a bulk compressed natural gas (CNG) station. The facility will be able
to compress upwards of 20 million cubic feet of natural gas per day.
2. Explain the need for the proposed use.
CNG is provided to a wide range of customer applications making their operations more
environmentally friendly by displacing diesel with natural gas.
3. Describe the current and previous use of the land.
The property is currently Agricultural Land.
4. Describe the proximity of the proposed use to residences.
The nearest residences to the property are approximately 1,500 feet to the South of the
proposed use.
5. Describe the surrounding land uses of the site and how the proposed use is compatible with
them.
To the North-West of this property is the Cureton Natural Gas Plant. Since this use is also utilizes
natural gas, these would be highly compatible uses. All other directions contain Agricultural
lands, which will not be affected by the proposed land use.
6. Describe the hours and days of operation
Hours are anticipated to be 7:00am to 5:00pm Sunday -Sunday.
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.
The site will have up to 8 full time personnel that work in shifts. Shift hours are to be
determined, but there will be at least 1 technician and at least two truck drivers available per
shift.
8. Describe the maximum number of users, patrons, members, buyers or other visitors that the
site will accommodate at any one time.
Visitors or customers are not intended to come onsite. Drivers for Voltagrid will deliver the CNG
to customers off -site.
9. List the types and maximum numbers of animals to be on the site at any one time.
No animals will be on site.
10. List the types and number of operating and processing equipment.
One (1) transformer pad, one (1) gas dryer skid, four (4) compressor buildings, four (4)
dispensers (fill posts), one (1) dolly pad, and one electrical sea -can (40' container).
11. List the types, number and uses of the existing and proposed structures.
There are no existing structures on site. The proposed structures will include an office,
maintenance shop, and vehicle wash bay. The station will also include one (1) transformer pad,
one (1) gas dryer skid, four (4) compressor buildings, four (4) dispensers (fill posts), one (1) dolly
pad, and one electrical sea -can (40' container).
12. Describe the size of any stockpile, storage or waste areas.
There will be a locked storage location for lubricants, and used lubricants will be stored in OSHA
approved waste containers and removed from the site periodically by approved waste handlers.
No more than 100 gallons of lubricant will be stored at any given time on location. There will be
no storage of natural gas beyond what is being loaded into trailers for transportation and
delivery to customer locations.
13. Describe the method and time schedule of removal or disposal of debris, junk and other wastes
associated with the proposed use.
Used lubricants will be stored in OSHA approved waste containers and removed from the site
periodically by approved waste handlers. No more than 100 gallons of lubricant will be stored at
any given time on location. The waste management plan included with this submittal describes
further details regarding handling and disposal of waste matmerials.
14. Include a timetable showing the periods of time required for the construction of the operation.
Construction is anticipated to be done all in one phase.
15. Describe the proposed and existing lot surface type and the square footage of each type (i.e.
asphalt, gravel, landscaping, dirt, grass, buildings).
• Existing Lot = 304,920 sq. ft. (7.00 acres)
o Existing field = 279,159 sq. ft. (6.40 acres)
o WCR 51 Gravel = 14,829 sq. ft. (0.34 acres)
o Dirt = 10,932 (0.26 acres)
• Proposed Lot = 304,920 sq. ft. (7.00 acres)
o Building = 14,200 sq. ft (0.32 acres)
o Compacted Road Base = 175,839 sq. ft. (4.03 acres)
o Concrete = 5,693 sq. ft. (0.13 acres)
o WCR 51 Gravel = 14,829 sq. ft. (0.34 acres)
o Native Grasses = 54,242 sq. ft. (1.25 acres)
o Dirt = 40,117 sq. ft. (0.92 acres)
16. How many parking spaces are proposed? How many handicap -accessible parking spaces are
proposed?
10 parking spaces are proposed. Of the 10, 1 will be handicap -accessible.
17. Describe the existing and proposed fencing and screening for the site including all parking and
outdoor storage areas.
A 6 -foot -high chain link fence is proposed around the perimeter of the site. There is currently no
existing fences or screening on site.
18. Describe the existing and proposed landscaping for the site.
There is no formal landscaping on the site currently. The site currently contains natural
vegetation across the site. Landscaping meeting Weld County requirements is proposed (See
attached landscape plan for more detail).
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.
Voltagrid has no intentions of ceasing operations of this facility. This facility is intended to be a
long-term operation, however should the CNG station no longer be need, equipment will be
removed from the site and any vegetation on site will be returned to previous conditions as
required by County standards.
20. Describe the proposed fire protection measures.
There are adequate provisions for the protection of the health, safety, and welfare of the
inhabitants of the neighborhood and the county. All roads leading to, and those in the site area,
are designed and maintained to support fire apparatuses. Sufficient turnaround room to
accommodate fire apparatus is present. Voltagrid personnel in the field are on call to provide
technical assistance in fire prevention and suppression.
21. Explain how this proposal is consistent with Weld County Comprehensive Plan per Chapter 22 of
the Weld County Code.
Voltagrid has reviewed the Comprehensive Plan as outlined in Chapter 22 of the Weld County
Code and believe this project is consistent with its guiding principles. Section 22-2-10(D)
emphasizes extraction of natural resources as an important part of the economy and should
minimize impacts to agricultural lands. This use is a support service for extraction. Additionally,
the site would utilize a currently non -irrigated portion of agricultural land.
22. Explain how this proposal is consistent with the intent of the zone district in which it is located.
The CNG station is classified by Weld County as an Oil and Gas Support and Services facility.
Section 23-3-40.W of the Weld County Code states that these facilities are uses allowed for
construction, occupation, and maintenance in the A (Agricultural) Zone District only upon
approval of a Use by Special Review permit in accordance with the requirements and
procedures set forth in Article II, Division 4 of Chapter 23.
23. Explain how this proposal will be compatible with future development of the surrounding area
or adopted master plans of affected municipalities.
The proposed USR is surrounded by agricultural properties and existing oil and gas facilities. This
site will provide support to neighboring business in the surrounding area.
24. Explain how this proposal impacts the protection of the health, safety and welfare of the
inhabitants of the neighborhood and the County.
CNG is provided to a wide range of customer applications making their operations more
environmentally friendly by displacing diesel with natural gas.
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 plans to irrigate the property. Prior to this use, the leased land was non -irrigated
rangeland.
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 or a Special Flood Hazard Area identified by maps
officially adopted by the County.
The property is not located within any Overlay Zoning District or Special Flood Hazard Area
identified by maps officially adopted by the County.
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.
Air Permit and Manufactured Building Permit. The applications for these permits are currently in
process.
Use by Special Review (USR) Environmental Health Questionnaire
1. Discuss the existing and proposed potable water source. If utilizing a drinking water well, include
either the well permit or well permit application that was submitted to the State Division of
Water Resources. If utilizing a public water tap, include a letter from the Water District, a tap or
meter number, or a copy of the water bill.
The operation will require water for personal use, and cleaning of property and equipment.
Water needs will be supplied from bottled water pending approval of a well permit from the
State DNR. Well Permit Application attached.
2. Discuss the existing and proposed sewage disposal system. What type of sewage disposal
system is on the property? If utilizing an existing on -site wastewater treatment system, provide
the on -site wastewater treatment permit number. (If there is no on -site wastewater treatment
permit through the Department of Public Health and Environment prior to submitting this
application.) If a new on -site wastewater treatment system will be installed, please state "a new
on -site wastewater treatment system is proposed." (Only proposed portable toilets if the use is
consistent with the Department of Public Health and Environment's portable toilet policy.)
There is currently no existing sewer system on -site. Truck wash wastewater will be contained in
a vault which will be periodically emptied and transported to a nearby disposal facility. Portable
toilets will also be provided on -site until an OWTS Permit is approved from Weld County for the
construction and use of a proposed leach field. The leach field will be situated on the east side
of the property.
3. If storage or warehousing is proposed, what type of items will be stored?
Storage on -site will include no more than 100 gallons of lubricant in a locked storage location.
4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will
occur on this site.
Used lubricants will be stored in OSHA approved waste containers and removed from the site
periodically by approved waste handlers. No more than 100 gallons of lubricant will be stored at
any given time on location. There will be no storage of natural gas beyond what is being loaded
into trailers for transportation and delivery to customer locations.
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 will be no fuel storage on site beyond the natural gas that is being loaded into trailers for
transportation and delivery to customer locations.
6. If there will be washing of vehicles or equipment on site, indicate how the wash water will be
contained.
Wash water will be contained in an underground vault that will periodically be emptied and
transported to an appropriate disposal facility.
7. If there will be floor drains, indicate how the fluids will be contained.
Floor drains will be utilized to capture wash and maintenance waste fluids and transport them
to a vault for storage. Additional floor drains will connect bathroom and sink facilities to the
proposed septic tank and leach field located east of the building.
8. Indicate if there will be any air emissions.
Air emissions on -site are anticipated to be primarily methane. An APEN application is attached,
and the air permit process is on -going with the state.
9. Provide a design and operations plan if applicable.
A design and operations plan can be provided if necessary. Trucks will drive through the
Northern gate of the site, fill at the filling station, and then drive out the southern gate.
10. Provide a nuisance management plan if applicable.
A nuisance management plan can be provided if necessary. No nuisances are anticipated for this
operation.
Use by Special Review (USR) Development Review Questionnaire
1. Describe the access location and applicable use types 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 are no existing access points to the parcel. Two accesses are proposed due to limited area
within the parcel for trucks to navigate one access point. The north access is approximately 150'
from a field access into the northern property. The southern gate is approximately 300' south of
that, and 2,200 feet from the Weld County Road 18 and 51 intersection, which is the closest
intersection to the site.
2. Describe any anticipated change(s) to an existing access, if applicable.
There are no existing access points to the site. All access points would be new.
3. Describe in detail any existing or proposed access gate including its location.
There are no existing access gates, and 2 access gates are proposed offset 50' from WCR 51 to
allow for a WB-40 truck -trailer to pull off the County road before accessing the site. The access
gates would be near each end of the western property line. The north gate is 150' south of the
north property line. The south access is 335' south of the north access.
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.
The Northern adjacent property has an existing access close to the shared property line
between the parcels, and a similar access point is located across the street for what appears to
be multiple properties. To the south there are no additional access points for over 1,200 feet.
5. Describe any difficulties seeing oncoming traffic from an existing access and any anticipated
difficulties seeing oncoming traffic from a proposed access.
There are no anticipated visibility issues with the proposed access points.
6. Describe any horizontal curve in the vicinity of an existing or proposed access.
The access points would be along Weld County Road 51, which has no curves and runs North -
South along the Western Property line of the proposed site.
7. Describe the topography of the road in the vicinity of an existing or proposed access.
The topography along the road is relatively flat in the vicinity of the proposed access points.
Notice of Inquiry
Weld County
Pre -application Case #
PRE22-0218
Date of Inquiry
9/23/2022
Municipality
Keenesburg CPA
Name of Person Inquiring
VOLTAGRID, LLC c/o SOREN MALONEY
Property Owner
DONALD BELL
Planner
Michael Hall
Planner Phone Number
(970) 400-3528
Planner Email Address
mhall@weldgov.com
Legal Description
LOT B RE -3024
Parcel Number
130520000013
Nearest Intersection
CR 51 & CR 18
Type of Inquiry
USR FOR OIL & GAS SUPPORT AND SERVICE (CNG STATION)
The above person met with County Planning staff about developing a parcel of land inside your designated
Intergovernmental Agreement/Coordinated Planning Agreement Boundary.
/U✓,
County Planner's signature
Would you like to pursue annexation of this property? NO X YES
Date of Contact 0\ I I\ \10 -17 --
Comments:
M-e.k w\'<v\ \CaY\k ceT(c\vn9-(=AeY\k\et`
--Mcv) vvave dULc\dQ. d v Y\o)s- wY sue, ayAnexaho n
Pl innthqg f2imia C{t
natu •f Mu ' ipality Representative Title ,
ce\'lYtSz.x -icw' of) I211 (2Z.
11425
Date
Please sign and date to acknowledge that the applicant has contacted you
and return this signed form to Weld County Department of Planning Services.
Weld County Planning Department
1555 N 17th Ave, Greeley, CO 80631 - (970) 400-6100 - (970) 304-6498 Fax
20181107
Voltagrid LLC
Voltagrid USR (PRE22-0218)
Contact List of Gas and Pipeline Operators On -Site
Existing Natural Gas Pipelines
Cureton Midstream LLC
518 17th Street, Suite 1405
Denver, CO 80202
1-720-390-4555
Future Bulk Natural Gas Compression Facility
Voltagrid LLC
10800 Telge Road
Houston, TX 77095
1-888-508-1851
FOR COMMERCIAL OR INDUSTRIAL BUILDINGS,
PLEASE COMPLETE THE FOLLOWING INFORMATION:
Business Name:
Address:
Business Owner:
Home Address:
Voltagrid LLC
10800 Telge Road
Phone:
City, state, zip:
Phone:
City, state, zip:
List up to three persons in the order to be called in the event of an emergency:
NAME TITLE
Voltagrid Emergency Contact #
PHONE
1-844-807-1820
888-508-1851
Houston, TX 77095
ADDRESS
Business Hours: 7AM-5PM Days: Sunday -Sunday
UTILITY SHUT OFF LOCATIONS:
Main Electrical: TBD
Gas Shut Off:
TBD
Exterior Water Shutoff: TBD
Interior Water Shutoff: TBD
12/15/21 12
Routine or Predictable Gas Venting APEN
Form APCD-213
Air Pollutant Emission Notice (APEN) and
Application for Construction Permit
All sections of this APEN and application must be completed for both new and existing facilities, including APEN
updates. Incomplete APENs will be rejected and will require re -submittal. Your APEN will be rejected if it is filled
out incorrectly, is missing information, or lacks payment for the filing fee. The re -submittal will require payment
for a new filing fee.
This APEN is to be used only for routine or predictable gas venting emissions associated with oil and gas industry
operations. If your emission source does not fall into this category, there may be a more specific APEN available
for your source (e.g. gas venting, hydrocarbon liquid loading, condensate storage tanks, etc.). In addition, the
General APEN (Form APCD-200) is available if the specialty APEN options will not satisfy your reporting needs. A
list of all available APEN forms and associated addendum forms can be found on the Air Pollution Control Division
(APCD) website.
This emission notice is valid for five (5) years. Submission of a revised APEN is required 30 days prior to expiration
of the five-year term, or when a reportable change is made (significant emissions increase, increase production,
new equipment, change in fuel type, etc.). See Regulation No. 3, Part A, II.C. for revised APEN requirements.
Permit Number:
AIRS ID Number: / /
Section 1 - Administrative Information
Company Name: Voltagrid LLC
Site Name:
Weld County CNG Station
Site Location: N40.124154 / W104.580326
Mailing Address: 10800 Telge Rd
(Include Zip Code) g
Houston TX, 77095
Site Location
County: Weld County
NAICS or SIC Code:
Contact Person: TJ Gill
Phone Number: 403-874-7180
E -Mail Address2: tj.gill@voltagrid.com
1 Use the full, legal company name registered with the Colorado Secretary of State. This is the company name that will appear
on all documents issued by the APCD. Any changes will require additional paperwork.
2 Permits, exemption letters, and any processing invoices will be issued by the APCD via e-mail to the address provided.
1 I a
COLORADO
Health Er Environmentt of Pu➢,
Permit Number: AIRS ID Number:
Section 2 - Requested Action
01
NEW permit OR newly -reported emission source
❑ Request coverage under traditional construction permit
• Request coverage under General Permit GP11
If General Permit coverage is requested, the General Permit registration fee of $756.00
must be submitted along with the APEN filing fee.
-OR-
❑ MODIFICATION to existing permit (check each box below that applies)
❑ Change equipment or activity ❑ Change company name3 ❑ Add point to existing permit
❑ Change permit limit ❑ Transfer of ownership4 ❑ Other (describe below)
OR-
❑ APEN submittal for update only (Note blank APENs will not be accepted)
- ADDITIONAL PERMIT ACTIONS -
❑ Limit Hazardous Air Pollutants (HAPs) with a federally -enforceable limit on Potential To Emit (PTE)
Additional Info a Notes: The only emission reported on this document is methane, which is not a Criteria or Non -Criteria reportable pollutant per
Regulation 3, Appendix B, II.D.1.00.
3 For company name change, a completed Company Name Change Certification Form (Form APCD-106) must be submitted. For
sources covered by a General Permit, a new General Permit registration fee must be submitted for a company name change.
4 For transfer of ownership, a completed Transfer of Ownership Certification Form (Form APCD-104) must be submitted. For
sources covered by a General Permit, a new General Permit registration fee must be submitted for a transfer of ownership.
Section 3 - General Information
Company equipment Identification No. (optional):
For existing sources, facility operation began on:
For new, modified, or reconstructed sources, the projected facility start-up date is:
Normal Hours of Facility Operation:
24
hours/day
April 1, 2023
7 days/week 52
weeks/year
Facility type:
❑
Well Production Facility or Centralized
Production Facility
Other oil Et gas facility (upstream,
midstream, or downstream)
Is this stationary source located in any NAAQS nonattainment area?
Yes
❑
No
Is this stationary source considered a Major Source of HAP emissions?
❑
Yes
No
,/
Are emissions from ALL routine or predictable gas venting activities/events at this
stationary source reported on this APEN?
Yes
❑
No
If yes, and the activities/events were
previously permitted separately, list the
existing permit number(s) and AIRS ID point(s):
Fugitive and point -source emissions from routine or predictable gas venting
activities/events MUST be reported separately. If applicable, have fugitive and point-
source emissions from routine or predictable gas venting activities/events at this
stationary source been appropriately separated for APEN reporting purposes?
Yes
❑
No
.'
Emissions reported on this APEN form are:
Point -Source
❑
Fugitive
.'
COLORADO
Department of Public
Health 6 Environment
Permit Number: AIRS ID Number:
Section 4 - Venting Activities/Events Information
Complete all fields for each venting activity/event type. Uncontrolled emissions from all point -source routine or predictable gas
venting activities/events at a stationary source, including those separately reported/permitted, must be grouped together for
comparison with the APEN reporting thresholds of Regulation 3, Part A Sections II.D.1.a and II.d.1.b, as applicable (fugitive and
point -source emissions must be grouped separately). If the total grouped facility -wide emissions from all routine or predictable
gas venting activities/events for any criteria and/or non -criteria pollutant exceeds the applicable APEN reporting threshold, all
of those emissions must be reported on one or more APEN5. The operator may choose to report those emissions on separate
APEN5.
How many venting activity/event types are being reported on this APEN? 1
If greater than five (5), attach completed addendum(s) to this APEN form, using the Routine or Predictable Gas
Venting APEN Addendum - Form APCD-215, available on the APCD website.
Table 1: Process Information for Each Venting Activity/Event Type
From what year is the actual annual amount? 2023
Activity/
Event ID
Activity Description
Actual Annual
Process Amount
(provide units)6
Requested Annual
Process Limit s
(provide units)
Controlled?
(yes or no)
Control Method(s)
Pollutants
Controlled
Overall
Control
Efficiency 7
Process
Parameter
Monitoring 8
1
CNG Hoses Venting
76102.5 scf
80,000 scf
Yes
Gas recoveryfoonservetcn before roses are cls000rected
Methane
A
2
3
4
5
5 Requested values will become permit limitations or will be evaluated for exempt status, as applicable, and should consider future process growth.
Requested values are required on all APENs, including APEN updates. The APCD reserves the option to set individual process and/or emission limits
for specific activity/event types.
6 Provide units that are relevant to the individual process (e.g. number of events per year, volume of gas vented annually, etc.).
7 If seeking coverage under the General Permit GP11, the requested control efficiency for a combustion device may not exceed 95%.
8 Select one of the following four process parameter monitoring options for each activity/event type: (A) event count; (B) volume measurement
(flow meter); (C) volume calculation (parametric monitoring); or (D) other (description must be provided).
Table 2: Criteria Pollutant Emission Factor Information by Activity/Event ID
Pollutant
Uncontrolled Emission Factors by Activity/Event ID
1
2
3
4
5
Emission Factor Units9
SCF
TSP
PMio
PM2.5
SO,'
NO.
CO
VOC
Table 3: Non -Criteria Pollutant Emission Factor Information by Activity/Event ID
Chemical Name
Chemical
Abstract
Service (CAS)
Number
Uncontrolled Emission Factors by Activity/Event ID
1
2
3
4
5
Emission Factor Units9
\\NN\\\\
Benzene
71432
Toluene
108883
Ethylbenzene
100414
Xylene
1330207
n -Hexane
110543
2,2,4-Trimethylpentane
540841
Methanol
107018
9Emission factor units for each activity/event type must coincide with the units provided for Actual Annual Process Amount and Requested Annual
Process Limit in Table 1.
3 I ai
COLORADO
Health Er Environmentt of Pu➢,
Permit Number:
AIRS ID Number:
Section 5 - Geographical Information
Geographical Coordinates
(Latitude/Longitude or UTM)
N40.124154 / W104.580326
Section 6 - Criteria Pollutant Emissions Information
Additional Required Documentation (not required for APEN updates):
Attach all relevant materials related to emission factor development, for all pollutants for all requested
venting activities/events, including but not limited to: site -specific (or representative) sampling,
calculation methodologies, etc.
Facility Wide Emissions Inventory Form (Form APCD-102)
From what year is the following reported actual annual emissions data?
Use the following table to report the total combined criteria pollutant emissions from all venting activities/events
reported on this APEN:
Pollutant
Actual Annual Emissions
Requested Annual Permit Emission Limit(s)5
Uncontrolled Emissions
(tons/year)
Controlled Emissions1°
(tons/year)
Uncontrolled Emissions
(tons/year)
Controlled Emissions
(tons/year)
TSP
PM1 o
PM2.5
SOX
NO„
CO
VOC
5 Requested values will become permit limitations or will be evaluated for exempt status, as applicab e, and should consider
future process growth. Requested values are required on all APEN5, including APEN updates. The APCD reserves the option to set
individual process and/or emission limits for specific activity/event types.
10 Annual emission fees will be based on actual controlled emissions reported. If source has not yet started operating, provide
projected emissions.
Section 7 - Non -Criteria Pollutant Emissions Information
Are the total uncontrolled actual emissions of any non -criteria pollutant (e.g. HAP -
hazardous air pollutant), from all venting activities/events reported on this APEN,
equal to or greater than 250 lbs/year?
❑ Yes 0 No
If yes, use the following table to report the total combined non -criteria pollutant (HAP) emissions from all venting
activities/events reported on this APEN:
Chemical Name
Chemical
Abstract Service
(CAS) Number
Actual Annual Emissions
Uncontrolled Emissions
(lbs/year)
Controlled Emissions1°
(lbs/year)
Benzene
71432
Toluene
108883
Ethylbenzene
100414
Xylene
1330207
n -Hexane
110543
2,2,4-Trimethylpentane
540841
Methanol
107018
10 Annual emission fees will be based on actual controlled emissions reported. If source has not yet started operating, provide
projected emissions.
4I6
COLORADO
Health Er Environmentt of Pu➢,
Permit Number: AIRS ID Number:
Section 8 - Applicant Certification
I hereby certify that all information contained herein and information submitted with this application is complete,
true, and correct. If this is a registration for coverage under General Permit GP11, I further certify that this source
is and will be operated in full compliance with each condition of General Permit GP11.
1/16/2023
Signature of Legally Authorized Person (not a vendor or consultant) Date
TJ Gill
Director Facilities and Natural Gas Processing
Name (print) Title
Check the appropriate box to request a copy of the:
❑ Draft permit prior to issuance
❑ Draft permit prior to public notice
(Checking any of these boxes may result in an increased fee and/or processing time)
This emission notice is valid for five (5) years. Submission of a revised APEN is required 30 days prior to expiration
of the five year term, or when a reportable change is made (significant emissions increase, increase production,
new equipment, change in fuel type, etc.). See Regulation No. 3, Part A, II.C. for revised APEN requirements.
Send this form along with $242.00 and the General
Permit registration fee of $756.00, if applicable, to:
Colorado Department of Public Health and Environment
Air Pollution Control Division
APCD-SS-B1
4300 Cherry Creek Drive South
Denver, CO 80246-1530
For more information or assistance, contact:
Small Business Assistance Program
cdphe_apcd_sbap@state.co.us
APCD Main Phone Number
(303) 692-3100
Make check payable to: Colorado Department of Public Health and Environment
Alternatively, payment can be provided online, by credit card or electronic check, via the APCD Payment Portal.
5 I ai
COLORADO
Health Er Environmentt of Pu➢,
Weld County Dept. of Planning Services
1555 N. 17th Ave.
Greeley, CO 80631
Phone: (970)400-6100
Fax: (970)304-6498
Property Owner
Name
Company Voltagrid LLC
Address 917 Mulberry Ln
City Bellaire State TX Zip 77401
Phone (403) 874-7180
E-mail tj.gill@voltagrid.com
Information
The access is on CR 51
Nearest intersection: CR 51 & CR 18
ACCESS PERMIT
APPLICATION FORM
Authorized Agent/Applicant (if different from Owner)
Name Luke Seeber
Company Baseline Engineering
Address 4007 S Lincoln Ave
City Loveland
Phone (970) 353-7600
State CO Zip 80537
E-mail luke.seeber@baselinecorp.com
Proposed Access Information
Culvert size & type (15" CMP/RCP min.) 15" / 15"
Materials used to construct access Base Course
Distance from intersection: 2200 ft. Access construction schedule TBD
Parcel number: 130520000013
Section/Township/Range: 20 I 2N / 64W
Total number of existing accesses to parcel: 0
Total number of proposed accesses: 2
Latitude N40.123579 Longitude W104.581308
Planning/building case number TBD
Description of Work
Approx. width of access 30' / 30'
Proposed Access Count
Residential 0
Existing Access Count
Residential 0
Commercial 0
Oil and Gas 2
Agricultural 0
Temporary 0
Commercial 0
Oil and Gas 0
Agricultural 0
Construction of a bulk natural gas compression facility with two compacted base course access due to site
constraints that limit truck movement and make one access point impossible.
Required Attached Documents
Property map or sketch (template available on pg. 2) indicating all proposed and existing accesses
Access Pictures (N, 5, E, & W at the location where the access meets a county maintained road)
Access Authorization Form (Not required if the application is signed by the property owner)
Additional application materials may be required by the Department of Planning Services.
Fee schedule
$150 - Temporary & Residential
$300 - Industrial & Commercial
Submit application to accesspermits@weldgov.com
By accepting this permit, the undersigned Property Owner/Authorized Agent, under penalty of perjury, verifies they have received all pages of the permit application; they
have read and understand all the permit requirements and provisions set forth on all pages. By virtue of their signature the Property Owner/Authorized Agent is bound by
and agrees to comply with all said permit requirements and provisions, all Weld County ordinances, and state laws regarding access construction.
Signature
Signature
Printed Name Luke Seeber
Printed Name TJ Gill
multiple Property Owners/Authorized Agents)
Date 1/11/2023
Date 1/11/2023
Accesses must be constructed within 1 year of issuance. An extension can be requested from the Weld County Department
of Planning Services. Accesses must be in accordance to Chapter 8, Article XIV and Appendix 8-B of County Code
Page 1 of 2
Parcel Sketch
♦ = Existing Access A= Proposed Access
CR 20
te)
CR /8
M
OC
V
Page 2of2
M:\co-15587 — Voltagrid Weld County USR\Drawings\Construction Documents\15587 Site Plan.dwg, 1/5/2023 4:01:56 PM, Luke Seeber
PO$SETT COLUMBINE TIC
130519000034
NORTHWEST CORNER
SEC. 20, UN. R64W
FOUND "6 REBAR WITH
2-1/2 INCH ALUMINUM
DETENTION POND
OUTLET STRUCTURE
30' ACCESS
15- CMP CULVERT
ASHLEY JOHN It
130519090025
15" CMP CULVERT
Know what's below.
Call before you dig.
1
VOLTAGRID LLC.
USE BY SPECIAL REVIEW - U5R22-XXXX
LOCATED IN SECTION 20, TOWNSHIP 2 NORTH,
RANGE 64 WEST OF THE 6th PRINCIPAL MERIDIAN
WELD COUNTY, COLORADO
O
30' PIPELINE EASEMENT TRA KWELL JUDITH C
02/12/2018 - REVOCABLE TRUST
(REC. N0. 4374776) 130520000011
N 89'13'29" E
t- -----------781.00'
- � GAS CAS GAS " _ GAS GAS GAS 6' CHAIN LINK FENCE
GASGAS W/3 -STRAND BARBED WIREGALS :a f GAS GAS GAS GAS GAS GAS
GA OND SPILLWAY r
Z=-- ----------
0
co
GAS
cc
0
0
PG
8
A
b0'P..0.W
!�
r.-IFUTURE 80' R.O.W. -1
I I TII
I II
0T
II
I I
I I
RISER
GAS
GAS
GAS GAS -----
DETENTION POND
NO-BUILD/STORAGE AREA
ELECTRIC SEACAN
INLET/DRYER
PIPE RACK
COMPRESSORS (TYP.)
PR. FLOOR DRAIN TANK
20'
FILL POST (TIP.)
DOLLY PAD
GAS
GAS
GAS
PR. EMPLOYEE PARKING
PR. WATER WELL
4
- GAS
- GAS
GAS GAS
23.52'
PR. EARTHEN BERM
BELL DONALD L
130519000014
AS
GAS
EX. NATURAL GAS
TRANSMISSION UNES
GAS
GAS
PR. LEACH FIELD
Gtr
GAS
GAS
GAS
GAS
GAS
GAS
CAS
S
GAS
GAS
GAS
GAS -
GAS -
GAS
GAS
30' PIPELINE EASEMENT"
- 01/25/2019
(RFC. Na 4462399)
LEGEND
EXISTING LINETYPES
5280
81
0 0 0 0
FiROPOSEO LINETYPES
5280
81
0
0
0
0
/ / / / / / / / / / / f / / / / / / / / / / /
EXISTING PROPOSED
SYMBOLS SYMBOLS
A
0
MB
0
ALIQUOT CORNER AS DESCRIBED
CONTROL POINT
ADA PARKING STALL
LIGHT POLE
POWER POLE
GAS MARKER
FIBER OP11C MARKER
MAILBOX
COMPACTED ROAD BASE
N
GRAPHIC SCALE
50 0 50
I -I I —I I-
(IN FEET)
1 INCH = 50 FT
SITE PLAN
MAJOR CONTOUR (5' INTERVAL)
MINOR CONTOUR (1' IN1ERVAL)
PROPERTY BOUNDARY
RIGHT-OF-WAY
EASEMENT
SECTION LINE
EDGE OF GRAVEL
CHAINLINK FENCE
DITCH FLOWLINE
EDGE OF BUILDING
100
1
1
>-
m
0
J
I —
U
CD
CHECKED BY
z
z
W
0
PREPARED BY
REVISION DESCRIPTION
WELD COUNTY
VOLTAGRID LLC
USR22-XXXX
I—
Ln
0
w
CL'
0
z
N
11
I^ z
z
0
I- [L
L.!
N Cri
I —
U
U
w
L!1
U-
0
tn
LL
0
zz
PREPARED UNDER THE DIRECT
SUPERVISION OF
C5l)
FCR AI10 O11 BEHALF EF
BASELINE CORPCRA1ICN
INITIAL SUBNI1TAL XX/XX/XX
CRANING SIZE 24' X 36*
SURVEY FIRM SURVEY DATE
BASELINE 10/26/2022
,XOB NO. C015587
DRAWING NAME
15587 Site Hnn.dlg
SHEET 2 OF 6
07
Facing North
Facing East
North Access Pictures
s�yr If.•
<y..
w
fib;•°
?
Wtitt
I -
Facing South
1N•
ft. 3t-fyc = -Omit
� .•-
�rl Ll-.1 � • �l2
•
.. f
I
SIACkgretere
Facing West
South Access Pictures
Facing North
r
Aar
ti .'44 _
Facing East
Facing South
I _ J
ty0/1.-ft mil
SP -r
•
;Ma
l' t
�..r YrtRjjMl.'-c4,. �?;..: :tp•_. .r'-.'9,
ra\.— .31'- — _2' -;-y
Xr-
Facing West
Vo
10800 Telge Rd
Houston, Texas
77095
January 4, 2023
Re: Letter of Authority
i
taCrd
VoltaGrid authorizes Ti Gill, Director of Natural Gas Processing and Facilities to apply for permits on its behalf for the
CNG Station in Weld County.
If you have any questions, please contact me at 281-636-3074
Regards,
,E9 D*
Nathan Ough
President and CEO
TRAFFIC IMPACT STUDY VB
To: Weld County
From: Baseline Corporation
Date: May 3, 2023
Re: USR23-0011 Final Traffic Impact Study
OVERVIEW
This final traffic impact study is prepared to comply with Weld County Code and accompany the USR
application for the Voltagrid WCR 22 Compressed Natural Gas Fill Station, a facility located in Weld County,
Colorado. This facility is located in SE/4, Section 10, Township 2 North, Range 66 West of the 6th P.M.
The proposed project includes an proposed 14,200 s.f. building (8,000sq. ft. office, 5,000 sq. ft. vehicle
maintenance shop,1,200sq. ft. vehicle washing bay) and equipment to compress and supply transport trucks
with natural gas. Up to 8 employees are anticipated to be on -site between 7 AM and 5PM. The subject site is
located east of Weld County Road 51 in the northwest quarter of the southwest quarter of Section 20,
Township 2 North, Range 64 West. The primary use of the site will be a bulk compressed natural gas (CNG)
station. To demonstrate the traffic associated with the site, an overview is provided below of the expected
traffic related to a CNG Station site. A section is also included below to discuss the expected traffic generated
during the construction of the new building.
BACKGROUND
Traffic access:
The site utilizes access located off of WCR 51. Currently, the location for the site access provides the best
and most logical access for the site. No other road or access point serves this section of the property.
Operational Equipment:
The facility presently consists of 4 fill stations, fur compressors, a 14,200 s.f. office/shop building, a fresh
water tank, and a septic tank. The information below assesses current traffic generation associated with
the site operations.
TRIP GENERATION
Operational Traffic:
The following table summarizes the anticipated traffic generation numbers per day on the site. All traffic
numbers are spread over a 24 -hour period. Traffic numbers are separated based on the operational phase
with which they are associated.
The proposed building addition is not anticipated to significantly increase traffic. ITE 11th Edition Trip
Generation numbers were used to calculate trips to and from the site. The Land Use Code to generate
trips is General Light Industrial (110). The results are shown in Table 1 below, and the generation rates
are attached to this document.
1
Table
1. Traffic
Trip
Generation
Summary
Table
Average
Weekday
Operation
— Totals
It of
Employees
Total
Daily
Trips
Hour
(IN/OUT)
AM
Peak
Trips
Hour
(IN/OUT)
PM
Peak
Trips
8
25
6 (5/1)
6(2/4)
General
Light
Industrial
(110)
The weekday morning and evening peak hour rates are calculated during the traditional commuting
peak hours of the adjacent street traffic (that is, 7:00 a.m. to 9:00 a.m. and 4:00 p.m. to 6:00 p.m.).
Trip numbers provided by Voltagrid LLC show a total average of 18 daily trips. This additional average
daily traffic will not affect the AM and PM peak hour trip estimates. Following are the anticipated
roundtrips per day for the specified vehicle types.
• Passenger/Pickup Trucks: 8-10
• Tandem Trucks: 0
• Semi -Trucks with Trailers: 10
100% of traffic will enter or leave to the south along WCR 51, and head south the WCR 18 for roughly
0.5 miles and a mile west to WCR 49
Using the newest trip generation methods and information provided by Voltagrid LLC, the proposed bulk
GNC facility and 8 employees will generate an additional 24 round trips. The increase in vehicular traffic
along WCR 51 due to this project will not affect the current level of service for nearby streets and
intersections. Based on the information provided in this narrative, the proposed GCN facility will not
negatively impact nearby traffic patterns in any way.
The 11th edition ITE Manal predicts approximately 6 more daily trips than the information provided by
Voltigrad. Therefore, the numbers provided in Table 1 are slightly more conservative and shall be used for
this analysis.
TRAFFIC HOURS
Traffic associated with the site will be spread over a 24 -hour time period. Traffic will not be restricted to
just one period of the day. The number of trucks accessing the site will depend on the compressed natural
gas demand. Voltagrid estimates that the activities on site will equate to a maximum of 10 semi -truck trips
per day. The greatest number of trips is expected to occur in the AM peak hour.
ACCESS
The new access is spaced roughly %2 mile north of WCR 18 and 200 feet from the nearest access or
intersection. WCR 18 is a rural gravel surface County Road.
2
HAUL ROUTE & TRIP DISTRIBUTION
South on WCR 51:
The site will utilize the access located on WCR 51 approximately 1.5 miles east from the intersection of
WCR 49 and WCR 18 . Leaving the site, the truck traffic will head south on WCR 51 which is currently a
gravel road for roughly 1/2 mile to WCR 18. Based on the small number of truck trips paving is not
anticipated at this time. The operation will require magnesium chloride applications at an appropriate
interval to mitigate dust.
West on WCR 18:
From the site access, the truck traffic will have the ability to continue west on WCR 18 until it reaches the
intersection of WCR 18 and WCR 49. From here the truck traffic will then continue north or south on WCR
49 to its destination. Please see the haul route map in Appendix 1 from more details. It is estimated that
80% of trips will head south and use 1-76.
Traffic Impacts During Construction:
During the construction of the proposed building, there is some associated traffic to be expected in
addition to the normal operational traffic associated with the site. The initial construction of the proposed
building will take approximately three (3) weeks with some building materials delivered to the site at the
onset. For about 3-4 months following the construction of the building, 2-6 trades people can be expected
travelling to and from the site at any given time as they work on interior finishes including flooring,
electrical, etc.
CONCLUSION
The use of the site and associated traffic is consistent with similar uses on surrounding properties with a
very close access from WCR 51 onto WCR 49 (Weld County Parkway) which is a 4 lane highway. The
intersection of WCR 18 and WCR 49 has adequate line of site for proposed traffic volumes. In addition
deceleration lanes and acceleration lanes exist on WCR 49 for all movements.
Prepared under the supervision of:
Noah J Nemmers, PE
Baseline Corporation
112 N Rubey Drive, Suite 210
Golden, Colorado 80403
(303) 202-5010
3
APPENDIX 1.
4
Lane Use: 110
General Lieht In ustrial
Description
A light industrial facility is a free-standing facility devoted to a single use. The facility has an
emphasis on activities other than manufacturing and typically has minimal office space. Typical
light industrial activities include printing, material testing, and assembly of data processing
equipment. Industrial park (Land Use 180) and manufacturing (Land Use 140) are related uses.
Additional Data
The technical appendices provide supporting information on time -of -day distributions for this
land use. The appendices can be accessed through either the ITETripGen web app or the trip
generation resource page on the ITE website (https://www.ite.org/technical-resources/topics/trip-
and-parki ng-generation/).
The sites were surveyed in the 1980s, the 2000s, and the 2010s in Colorado, Connecticut, Indiana,
New Jersey, New York, Oregon, Pennsylvania, and Texas.
Source Numbers
106, 157, 174, 177, 179,184,191,251,258,286,800,611,874,875,912
30 Trip Generation Manual 11th Edition • Volume 3
items
General Light Industrial
(110)
Vehicle Trip Ends vs: Employees
On a: Weekday
Setting/Location: General Urban/Suburban
Number of Studies: 37
Avg. Num. of Employees: 71
Directional Distribution: 50% entering, 50% exiting
Vehicle Trip Generation per Employee
Average Rate
Range of Rates
Standard Deviation
3.10
1.53 - 23.50
1.81
Data Plot and Equation
itt.
General Urban/Suburban and Rural (Land Uses 000-399) 39
General Light Industrial
(110)
Vehicle Trip Ends vs: Employees
On a: Weekday,
AM Peak Hour of Generator
Setting/Location: General Urban/Suburban
Number of Studies: 41
Avg. Num. of Employees: 76
Directional Distribution: 85% entering, 15% exiting
Vehicle Trip Generation per Employee
Average Rate
Range of Rates
Standard Deviation
0.69
0.23 - 4.00
0.30
Data Plot and Equation
42 Trip Generation Manual 11th Edition • Volume 3
itc
General Light Industrial
(110)
Vehicle Trip Ends vs: Employees
On a: Weekday,
PM Peak Hour of Generator
Setting/Location: General Urban/Suburban
Number of Studies: 41
Avg. Num. of Employees: 76
Directional Distribution: 31% entering, 69% exiting
Vehicle Trip Generation per Employee
Average Rate
Range of Rates
Standard Deviation
0.69
0.36 - 4.25
0.30
Data Plot and Equation
itt.
General Urban/Suburban and Rural (Land Uses 000-399) 43
MBASELINE
Enginanding - Planning - Surra#ing
November 2nd, 2022
Weld County
Department of Planning
1555 North 17th Avenue
Greeley, CO 80631
RE: Preliminary Traffic Impact Analysis for Voltagrid Weld County USR
This memo has been prepared at the behest of Weld County to describe the vehicular
traffic this project generates and the adequacy of the surrounding transportation network to
handle said traffic.
The proposed project includes an 8,000sq. ft. office building, 5,000 sq. ft. vehicle
maintenance shop,1,200sq. ft. vehicle washing bay and equipment to compress and supply
transport trucks with natural gas. Up to 8 employees are anticipated to be on -site between
7 AM and 5PM. The subject site is located east of Weld County Road 51 in the northwest
quarter of the southwest quarter of Section 20, Township 2 North, Range 64 West. The
primary use of the site will be a bulk compressed natural gas station.
The proposed building addition is not anticipated to significantly increase traffic. ITE 11th
Edition Trip Generation numbers were used to calculate trips to and from the site. The
Land Use Code to generate trips is General Light Industrial (110). The results are shown in
Table 1 below, and the generation rates are attached to this document.
Table 1. Traffic Trip Generation Summary Table
Average Weekday Operation —Totals
# of Employees
Total Daily Trips
AM Peak
Hour Trips
(IN/OUT)
PM Peak
Hour Trips
(IN/OUT)
8
25
6 (5/1)
6(2/4)
General Light Industrial (110)
The weekday morning and evening peak hour rates are calculated during the traditional
commuting peak hours of the adjacent street traffic (that is, 7:00 a.m. to 9:00 a.m. and 4:00
p.m. to 6:00 p.m.).
Trip numbers provided by Voltagrid LLC show a total average of 18 daily trips. This
additional average daily traffic will not affect the AM and PM peak hour trip estimates.
Following are the anticipated roundtrips per day for the specified vehicle types.
• Passenger/Pickup Trucks: 8-10
Steamboat Springs • Golden • Colorado Springs • Loveland
Corporate Office: 112 North Rubey Drive, Suite 210; Golden, Colorado 80403
• Tandem Trucks: 0
• Semi -Trucks with Trailers: 10
Existing traffic patterns are anticipated to remain the same. 50% of traffic will enter or leave
to the north along WCR 51, and 50% of traffic will enter or leave to the south along WCR
51.
Using the newest trip generation methods and information provided by Voltagrid LLC, the
proposed bulk GNC facility and 8 employees will generate an additional 24 round trips. The
increase in vehicular traffic along WCR 51 due to this project will not affect the current level
of service for nearby streets and intersections. Based on the information provided in this
narrative, the proposed GCN facility will not negatively impact nearby traffic patterns in any
way.
The 11th edition ITE Manal predicts approximately 6 more daily trips than the information
provided by Voltigrad. Therefore, the numbers provided in Table 1 are slightly more
conservative and shall be used for this analysis.
Sincerely,
Luke Seeber, P.E.
CC: Will Charles, Baseline Engineering
Soren Maloney, Build West Construction LLC
Attachments:
• USR Site Map
• ITE 11th Edition Trip Generation Rates
Page 2
Land Use: 110
General Light Industrial
Description
A light industrial facility is a free-standing facility devoted to a single use. The facility has an
emphasis on activities other than manufacturing and typically has minimal office space. Typical
light industrial activities include printing, material testing, and assembly of data processing
equipment. Industrial park (Land Use 130) and manufacturing (Land Use 140) are related uses.
Additional Data
The technical appendices provide supporting information on time -of -day distributions for this
land use. The appendices can be accessed through either the ITETripGen web app or the trip
generation resource page on the ITE website (https://www.ite.org/technical-resources/topics/trip-
and-parking-generation/).
The sites were surveyed in the 1980s, the 2000s, and the 2010s in Colorado, Connecticut, Indiana,
New Jersey, New York, Oregon, Pennsylvania, and Texas.
Source Numbers
106, 157, 174, 177, 179, 184, 191, 251, 253, 286, 300, 611, 874, 875, 912
30 Trip Generation Manual 11th Edition • Volume 3
General Light Industrial
(110)
Vehicle Trip Ends vs: Employees
On a: Weekday
Setting/Location:
Number of Studies:
Avg. Num. of Employees:
Directional Distribution:
General Urban/Suburban
37
71
50% entering, 50% exiting
Vehicle Trip Generation per Employee
Average Rate
Range of Rates
Standard Deviation
3.10
1.53 - 23.50
1.81
Data Plot and Equation
Utz=
General Urban/Suburban and Rural (Land Uses 000-399) 39
General Light Industrial
(110)
Vehicle Trip Ends vs: Employees
On a: Weekday,
AM Peak Hour of Generator
Setting/Location: General Urban/Suburban
Number of Studies: 41
Avg. Num. of Employees: 76
Directional Distribution: 85% entering, 15% exiting
Vehicle Trip Generation per Employee
Average Rate
Range of Rates
Standard Deviation
0.69
0.23 - 4.00
0.30
Data Plot and Equation
42 Trip Generation Manual 11th Edition • Volume 3
General Light Industrial
(110)
Vehicle Trip Ends vs: Employees
On a: Weekday,
PM Peak Hour of Generator
Setting/Location: General Urban/Suburban
Number of Studies: 41
Avg. Num. of Employees: 76
Directional Distribution: 31% entering, 69% exiting
Vehicle Trip Generation per Employee
Average Rate
Range of Rates
Standard Deviation
0.69
0.36 - 4.25
0.30
Data Plot and Equation
Ute=
General Urban/Suburban and Rural (Land Uses 000-399) 43
Voltagrid LLC
Voltagrid USR (PRE22-0218)
Lighting Plan
This plan has been prepared in accordance with a request from Weld County to describe the how the proposed
site lighting will conform with Municipal Code Section 23-2-250 at the site located in Lot B of Recorded
Exemption RE -3024 within the NW 1/4 of the SW 1/4 of Section 20, Township 2 North, Range 64 West in Weld
County Colorado. It lies east of Weld County Road 51, halfway between Weld County Roads 18 and 20.
Per Section 23-2-250, the site is required to meet the following criteria:
1. Sources of light, including light from high -temperature processes such as combustion or welding, shall 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; and
2. Neither direct nor reflected light from any light source may create a traffic hazard to operators of motor
vehicles on PUBLIC or private STREETS/ROADS and no colored lights may be used which may be confused
with or construed as traffic control devices.
The sources of light for the site include LED light fixtures placed around the site perimeter, as well as vehicle
lights for traffic entering and leaving the property. Truck lighting is not anticipated to happen regularly, and will
mainly occur during adverse weather conditions and seasonally when the sun is down during the operating
hours of the facility listed as 7 AM to 5PM.
The site proposes the use of eight LED light sources placed around the site perimeter. These light fixtures will be
focused into the property, ensuring that there is very little light pollution to neighboring properties or Weld
County Road 51. No colored lights are proposed that could be confused as traffic control devices.
PRELIMINARY DRAINAGE
EROSION CONTROL REPORT
Voltagrid Weld County
Weld County Road 51
Located in the NW 1/4 of the
SW 1/4 of Section 20, Township 2 North
Range 64 West of the 6th Principal Meridian,
Weld County Colorado
Applicant:
VOLTAGRID LLC
917 Mulberry Ln,
Bellaire, Texas 77401
Contact: Soren Maloney
Soren.Maloney@Voltagrid.com
(832) 983-5052
Prepared By:
Baseline Engineering Corporation
4007 S Lincoln Ave Ste 405,
Loveland, CO 80537
(970) 353-7600
Contact: Luke Seeber, P.E.
December 5, 2022
IIPBASELINE
11
[I
• Mooning: $urying
Table of Contents
Vicinity Map 2
I. Introduction 3
A. Location 3
B. Description of Property 3
II. Drainage Design Criteria 4
A. Regulations 4
B. Hydrological Criteria 4
C. Hydraulic Criteria 4
III. Drainage Facility Design 4
A. General Concept 4
B. Specific Details S
IV. Maintenance 6
V. Conclusions 6
VI. References 7
APPENDIX 1
Appendix A 1
Appendix B 2
Appendix C 3
Drainage Plans 4
Weld County Drainage Code
Certificate of Compliance
Weld County Case Number:
Parcel Number: 130520000013
Legal Description, Section/Township/Range: Lot B, RE -3024, S20/T2N/R641/
Date: 12/5/2022
Luke Seeber , Consultant Engineer for Voltagrid, LLC (Applicant),
understand and acknowledge that the applicant is seeking land use approval of the case and parcel in the description above.
I have designed or reviewed the design for the proposed land use set for in the application. I hereby certify, on behalf of the
applicant, that the design will meet all applicable drainage requirements of the Weld County Code with the exception of the
variance(s) described on the attached exhibits. This certification is not a guarantee or warranty either expressed or implied.
Engineer's Stamp:
Engineer of Record Signature
Variance Request (If Applicable)
1. Describe the hardship for which the variance is being requested.
2. List the design criteria of the Weld County Code of which a variance is being requested.
3. Describe the proposed alternative with engineering rationale which supports the intent of the Weld County Code.
Demonstrate that granting of the variance will still adequately protect public health, safety, and general welfare and
that there are no adverse impacts from stormwater runoff to the public rights -of -way and/or offsite properties as a
result of the project.
Public Works Director/Designee Review (If Applicable)
Public Works Director/Designee Name
Date of Signature
Comments:
Signature
Approved ❑ Denied
Department of Public Works Development Review
1111 H Street, Greeley, CO 80631 I Ph: 970-304-6496 www.weldgov.com/departments/public works/development_ review
08/02/2019
Vicinity Map
S
0-
I
n
a
i
i
a
S
SSP
1
4
SIJKrECF SITE
'4l
twin • .4
pa
•
flNN\
VICINITY MAP
SrAtE Y = ?Der'
•
it t eau"
iBASELINE
q r V MW, ana • GtL4 d+W° #O
001101110 - e Sat -mftlailitall
VT
is''
'-.i..'I
-eLT n ( EL9 cooNn u
a i i
1 k 1T d -
7-4 SO. wit
Ilea Orr
Gn
ri -+t
a In
baelit
-a
+ St ♦ f
i
en
oat
I. Introduction
A. Location
1. The site is located in Lot B , RE 3024, Section 20, Township 2 North, Range
64 West of the 6th Principal Meridian, Weld County, State of Colorado.
2. The site is located east of Weld County Road 51 halfway between Weld
County Road 18 and Weld County Road 20
3. Weld County Road 51 borders the subject site on the west. On the north
exists a private drive. To the east and south are existing agricultural fields.
B. Description of Property
1. The project site area is approximately 7.00 acres. The developed area is 5.67
acres.
2. Existing ground cover for the site consists of cultivated landscape as well as
native grass and weeds. The site is considered flat, with slopes generally vary
from 1 to 5 percent. The developed property slopes from South to North.
The "Weld County, Colorado, Southern Part (CO618)" soil survey prepared
by the U.S. Department of Agriculture, Soil Conservation Service, indicates
that the surface soils consist of Colby loam and Weld loam. See appendix A
for NRCS soils report.
3. According to FEMA FIRM 08123C2155E, this site lies within Zone X, an area
of minimal flood hazard.
4. This site is in a non -urbanizing area of Weld County.
5. The proposed use of the project area will be a compressed natural gas
fueling station. The project will include an office building/washing facility
with parking for employees as well as areas for equipment storage.
3
II. Drainage Design Criteria
A. Regulations
1. The Weld County Engineering and Construction Criteria (WCECC), Weld
County Storm Drainage Criteria, and the document a spreadsheet from the
Weld County Development Review website, were used to design the site
drainage facilities.
B. Hydrological Criteria
1. Design rainfall is provided by the NOAA Atlas 14 Volume 8, Version 2
2. The rational method was utilized for hydrological calculations within this
report, in accordance with the WCECC.
3. A detention pond is proposed for this site.
4. The design storm recurrence intervals are 10-yr and 100-yr for the minor
and major storm events respectively.
5. All calculations within this report are in accordance with the applicable
sections of the WCECC.
C. Hydraulic Criteria
1. The drainage design for this site includes a detention pond, an outlet
structure and access culverts.
2. No additional drainage facility design criteria were used outside of the
WCSD criteria and applicable portions of the MHFD Criteria Manual.
3. Detention volume designed using the Modified FAA method in the UD-
Detention v2.35 spreadsheet based on storing the proposed 100-yr runoff
and releasing at the 10-yr historic release rate. Culverts were designed
using Hydraflow Express.
III. Drainage Facility Design
A. General Concept
1. Runoff from the site will maintain the existing drainage pattern. Runoff
from the existing agricultural land to the south will be diverted by a berm
around the site to the northeast. A water quality detention pond will
capture site runoff and release the 100-yr storm event at the 10-yr historic
flow rate.
2. Two existing basins were included in the design of this site. Basin H1
includes 44.36 acres of primarily agricultural land that flows to the
4
southwest corner of the property. The majority of these offsite flows are
directed around the proposed site to continue flowing north. Basin H2
covers only the parcel for the proposed project in order to calculate historic
runoff rates for detention pond release. It is mostly covered in agricultural
land. The 10-yr release rate was 3.78 CFS and the 100-yr release rate is 7.41
CFS.
3. There are two proposed basins for this project. Basin P1 is 4.83 acres,
which covers the CNG facility pad, which includes the equipment, building,
and detention pond. Flows are directed northeast into a detention pond
that releases at the 10- year historic rate calculated from H2 basin. The
developed imperviousness for the site is 41.8%. Runoff for this basin is 5.24
CFS for the 10-yr storm and 13.57 CFS for the 100-yr storm. In order to
calculate the pond spillway runoff clearance, this basin was modified with
the pond area as impervious, and the 100-yr flow rate increases to 14.48
CFS. Basin P2 was used to calculate roadside swale and access culvert
capacities. It includes 15.30 acres, comprised of agricultural land and
portions of WCR 51. The total imperviousness of this basin is 6.63%. The
10-yr runoff is 4.83 CFS and the 100-yr runoff is 8.69 CFS.
•
B. Specific Details
1. No major drainage problems were encountered in the design of this site.
2. A detention pond has been designed with an outlet structure to control
release rates up to the 100 -year event, and release events greater than
100 -years via an emergency spillway with one foot of freeboard. The outlet
structure has been designed with a water quality control plate that releases
within 40 hours and a restrictor plate over the 12" outlet culvert will
control the 100 -year release rate to 3.78 CFS.
3. Two 15" CMP access culverts are proposed along WCR 51 to allow water to
continue flowing along the east roadside. There was not an existing swale
here originally, so the area was regraded to allow for culverts and still meet
the existing topography at the north and south ends of the site. There is
capacity for the 10-yr flow rates and acceptable overt overtopping depths
for the 100-yr storm runoff per the WCECC.
4. Stormwater quality will be maintained via the detention pond outlet
structure, as well as riprap outlet protection on the downstream ends of
culverts to capture sediment other pollutants prior to flowing downstream.
5. The drainage facilities for this project shall be maintained by the owner in
accordance with the WCECC Guidelines. Side slopes are 4 to 1 or less to
accommodate access as needed to maintain the function of the drainage
facility. Debris and other accumulations that might reduce the storage
capacity of the pond shall be monitored and removed as necessary.
IV. Maintenance
A. INSPECTIONS
1. During construction/ Inspections shall be performed every 14 days, or within
72 hours of precipitation event.
2. After the pad has been completed and the area has been reseeded,
inspections shall be performed once per month.
B. MAINTENANCE
1. The pond, Spillway, and culvert shall be routinely inspected, cleaned and
repaired as necessary to insure proper performance. Erosion and sediment
control structures shall be inspected and repaired as necessary to maintain
proper performance that will minimize sedimentation and prolong the
proper operation of the detention pond and outlet structure.
V. Conclusions
1. The drainage design included in this report was prepared in accordance with
the Weld County Engineering and Construction Criteria. Offsite flows will be
redirected around the site to continue along historic drainage patterns.
Runoff generated from the site will be contained and released in a controlled
manner, and a maintenance plan has been provided All drainage design
conforms to the criteria and requirements of the Weld County Storm
Drainage Criteria
VI. References
1. 1. Weld County Engineering and Construction Criteria. Weld County. January 2021.
2. Weld County Storm Drainage Criteria (Addendum to the Urban Storm Drainage Criteria
Manuals Volumes 1, 2, and 3); RESPEC, Inc. July 31, 2020.
3. Urban Storm Drainage Criteria Manual, Volumes 1, 2 & 3; Mile High Flood District, Denver,
CO. Updated January 2016. Vol. 1 revised August 2018. Vol. 2 revised Sept. 2017. Vol. 3
revised Jan. 2021
7
APPENDIX
Appendix A
Soil Data and FEMA FIRMETTE
40° 7 26" N
40° 7 17" N
•
•
104° 35'7"W
104° 35'7"W
5335340
535380
535340 535380
535420
Hydrologic Soil Group —Weld County, Colorado, Southern Part
535460
Map Scale: 1:1,970 if printed on A landscape (11" x 8.9') sheet.
0 25 50 100
Feet
0 50 100 200 300
535500
Meters
150
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTT/1 Zone 13N WGS84
535540
535580
535620
535660
535700
535740
104° 34' 49" W
•
S
7-
7-
7-
7-
40° 7 26" N
40° 7 17" N
,b Natural Resources
lain Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/23/2022
Page 1 of 4
10-40
Hydrologic Soil Group —Weld County, Colorado, Southern Part
MAP LEGEND
Area of Interest (AO!)
Area of Interest (A01)
)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
kipii D
Not rated or not available
Soil Rating Points
O
O
O
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
,; Aerial Photography
MAP INFORMATION
The soil surveys that comprise your 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-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 20, Aug 31, 2021
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.
,b Natural Resources
lain Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/23/2022
Page 2 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
15
Colby
loam,
percent
1
slopes
to 3
B
2.6
29.3%
16
Colby
loam, 3to5
percent slopes
B
0.2
2.3%
79
Weld
percent
loam, 1
slopes
to 3
C
6.0
68.3%
Totals for Area of Interest
8.7
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, BID, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or CID), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
e Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
9/23/2022
Page 3of4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
e Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
9/23/2022
Page 4of4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
fn
A
40° 7 28" N
40° 71" N
535300
535400
535500
535600
x5700
535300
535400
535500
Map Scale: 1:4,050 if printed on A portrait (8.5" x 11") sheet.
535600
Meters
0 50 100 200 300
Feet
0 150 300 600 900
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: LJTM Zone 13N WGS84
535700
535800
c•rattallia
535800
104° 34' 45" W
7-
7-
7-
40° 7 28" N
40° 7 1"N
Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
11/22/2022
Page 1 of 4
10-40
Hydrologic Soil Group —Weld County, Colorado, Southern Part
MAP LEGEND
Area of Interest (AO!)
Area of Interest (A01)
)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
kipii D
Not rated or not available
Soil Rating Points
O
O
O
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
,; Aerial Photography
MAP INFORMATION
The soil surveys that comprise your 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-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 21, Sep 1, 2022
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.
,b Natural Resources
lain Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/22/2022
Page 2 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
15
Colby
loam,
percent
1
slopes
to 3
B
16.1
34A%
16
Colby
loam, 3
percent slopes
to 5
B
23.0
49.3%
79
Weld
percent
loam, 1
slopes
to 3
C
7.6
16.2%
Totals for Area of Interest
46.7
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, BID, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or CID), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
e Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
11/22/2022
Page 3of4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
e Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
11/22/2022
Page 4of4
Appendix B
Hydrology Calculations
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Voltagrid USR
P2
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
P2
15.30
6.63
B
Acres
A, B, C, or D
II. Rainfall Information I (inch/hr) = Cl * P1 /(C2 + Td)"C3
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
100
28.50
10.00
0.786
1.40
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 =
0.36
0.09
Reach 3
(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
Reach 1
Reach 2
1. -
overland
flaw
•
LEGEND
( Beginning -
Flow D iredio n
Cate kreof
B ounda.ry
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
0.0220
500
0.09
N/A
0.27
31.43
1
0.0220
1,114
2
0.0150
516
3
4
5
Sum
2,130
10.00
1.48
12.52
10.00
1.22
7.02
Computed Tc =
Regional Tc =
User -Entered Tc =
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 1.58 inch/hr Peak Flowrate, Qp =
Rainfall Intensity at Regional Tc, I = 2.63 inch/hr Peak Flowrate, Qp =
Rainfall Intensity at User -Defined Tc, I = 1.58 inch/hr Peak Flowrate, Qp =
Calculated values for Tc & Qp are based on overide values entered for C & C-5.
50.97
21.83
50.97
8.69
14.48
8.69
cfs
cfs
cfs
15587 ud-rational-v1.02a, Tc and PeakQ 100 YR P2 11/22/2022, 3:56 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Voltagrid USR
P2
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
P2
15.30
6.63
B
II. Rainfall Information
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
Acres
A, B, C, or D
I (inch/hr) = Cl * P1 /(C2 + Td)AC3
10
28.50
10.00
0.786
1.40
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 =
0.20
0.09
Reach 3
(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
Reach 2 1-M
_ - overland
Reach 1 flow
LEGEND
C)
Beginning-
Flow Direrdon
Calk lute nt
B o undary
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
0.0220
500
0.09
N/A
0.27
31.43
1
0.0220
1,114
2
0.0150
516
3
4
5
Sum
2,130
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
1.58
2.63
1.58
10.00
1.48
12.52
10.00
1.22
7.02
Computed Tc =
Regional Tc =
User -Entered Tc =
inch/hr Peak Flowrate, Qp =
inch/hr Peak Flowrate, Qp =
inch/hr Peak Flowrate, Qp =
Calculated values for Tc & Qp are based on overide values entered for C & C-5.
50.97
21.83
50.97
4.83
8.04
4.83
cfs
cfs
cfs
15587 ud-rational-v1.02a, Tc and PeakQ 10 YR P2
11/22/2022, 3:56 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Voltagrid USR
P1 Full Pond
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
P1
4.83
41.81
C
II. Rainfall Information
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
Acres
A, B, C, or D
I (inch/hr) = C1 * P1 /(C2 + Td)AC3
100
28.50
10.00
0.786
2.66
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 =
0.64
0.38
Reach 3
(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
Reach
--`-------
overland
•
Reach 1 flow
as
LEGEND
O Beginning
Flow Dire( don
C atc June nt
Boundary
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
0.0250
500
0.38
N/A
0.39
21.48
1
0.0180
100
2
0.0050
150
3
4
5
Sum
750
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
4.68
6.20
4.68
17.50
2.35
0.71
15.00
1.06
2.36
Computed Tc =
Regional Tc =
User -Entered Tc =
inch/hr Peak Flowrate, Qp =
inch/hr Peak Flowrate, Qp =
inch/hr Peak Flowrate, Qp =
Calculated values for Tc & Qp are based on overide values entered for C & C-5.
24.55
14.17
24.55
14.48
19.17
14.48
cfs
cfs
cfs
15587 ud-rational-v1.02a, Tc and PeakQ 100-yr FULL POND
11/22/2022, 3:56 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Voltagrid USR
P1
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
P1
4.83
41.81
C
Acres
A, B, C, or D
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)"C3
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
100
28.50
10.00
0.786
2.66
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 =
0.60
0.38
---
Reach 3
(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
Reach 2 iref
Reach 1
titre rland
flow
LEGEND
( a Beginning
Flow Direr lion
4r
Ca.tc lune ttt
B oundary
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
0.0250
500
0.38
N/A
0.39
21.48
1
0.0180
100
2
0.0050
150
3
4
5
Sum
750
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
4.68
6.20
4.68
17.50
2.35
0.71
15.00
1.06
2.36
Computed Tc =
Regional Tc =
User -Entered Tc =
inch/hr Peak Flowrate, Qp =
inch/hr Peak Flowrate, Qp =
inch/hr Peak Flowrate, Qp =
Calculated values for Tc & Qp are based on overide values entered for C & C-5.
24.55
14.17
24.55
13.57
17.97
13.57
cfs
cfs
cfs
15587 ud-rational-v1.02a, Tc and PeakQ P1 100-yr 11/22/2022, 3:55 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Voltagrid USR
P1
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
P1
4.83
41.81
C
Acres
A, B, C, or D
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)"C3
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
10
28.50
10.00
0.786
1.40
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 =
0.44
0.38
---
Reach 3
(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
Reach 2 iref
Reach 1
titre rland
flow
LEGEND
( a Beginning
Flow Direr lion
4r
Ca.tc lune ttt
B oundary
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
0.0250
500
0.38
N/A
0.39
21.48
1
0.0180
100
2
0.0050
150
3
4
5
Sum
750
17.50
2.35
0.71
15.00
1.06
2.36
Computed Tc =
Regional Tc =
User -Entered Tc =
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 2.46 inch/hr Peak Flowrate, Qp =
Rainfall Intensity at Regional Tc, I = 3.26 inch/hr Peak Flowrate, Qp =
Rainfall Intensity at User -Defined Tc, I = 2.46 inch/hr Peak Flowrate, Qp =
Calculated values for Tc & Qp are based on overide values entered for C & C-5.
24.55
14.17
24.55
5.24
6.94
5.24
cfs
cfs
cfs
15587 ud-rational-v1.02a, Tc and PeakQ P1 10-yr 11/22/2022, 3:54 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Voltagrid USR
H2
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
H2
7.00
2.00
C
II. Rainfall Information
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
Acres
A, B, C, or D
I (inch/hr) = Cl * P1 /(C2 + Td)AC3
100
28.50
10.00
0.786
1.40
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 =
0.51
0.16
Reach 3
(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
Reach 2 1.'
Reach 1
titre rland
flow
S
Th
LEGEND
( a Beginning
Flow Direr lion
4r
Ca.tc lune ttt
B oundary
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
500
0.16
1
0.0100
250
2
3
4
5
Sum
750
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
2.08
3.26
2.08
NRCS
Convey-
ance
input
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
N/A
0.28
30.19
15.00
1.50
2.78
Computed Tc =
Regional Tc =
User -Entered Tc =
inch/hr Peak Flowrate, Qp =
inch/hr Peak Flowrate, Qp =
inch/hr Peak Flowrate, Qp =
Calculated values for Tc & Qp are based on overide values entered for C & C-5.
32.97
14.17
32.97
7.41
11.65
7.41
cfs
cfs
cfs
15587 ud-rational-v1.02a, Tc and PeakQ 100 YR H2
11/22/2022, 3:54 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Voltagrid USR
H2
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
H2
7.00
2.00
C
II. Rainfall Information
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
Acres
A, B, C, or D
I (inch/hr) = Cl * P1 /(C2 + Td)AC3
10
28.50
10.00
0.786
1.40
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 =
0.26
0.16
Reach 3
(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
Reach 2 1.'
Reach 1
titre rland
flow
S
Th
LEGEND
( a Beginning
Flow Direr lion
4r
Ca.tc lune ttt
B oundary
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
500
0.16
N/A
0.28
30.19
1
0.0100
250
2
3
4
5
Sum
750
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
2.08
3.26
2.08
15.00
1.50
2.78
Computed Tc =
Regional Tc =
User -Entered Tc =
inch/hr Peak Flowrate, Qp =
inch/hr Peak Flowrate, Qp =
inch/hr Peak Flowrate, Qp =
Calculated values for Tc & Qp are based on overide values entered for C & C-5.
32.97
14.17
32.97
3.78
5.94
3.78
cfs
cfs
cfs
15587 ud-rational-v1.02a, Tc and PeakQ 10 YR H2
11/22/2022, 3:54 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Voltagrid USR
H1
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
H1
44.36
2.00
B
Acres
A, B, C, or D
II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)"C3
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
100
28.50
10.00
0.786
2.66
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 =
0.36
0.09
Reach 3
(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
Reach 1
Reach 2
1. -
overland
flaw
•
LEGEND
( Beginning -
Flow D iredio n
Cate kreof
B ounda.ry
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
0.0220
500
0.09
N/A
0.27
31.43
1
0.0220
1,114
2
0.0150
747
3
4
5
Sum
2,361
10.00
1.48
12.52
10.00
1.22
10.17
Computed Tc =
Regional Tc =
User -Entered Tc =
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 2.88 inch/hr Peak Flowrate, Qp =
Rainfall Intensity at Regional Tc, I = 4.84 inch/hr Peak Flowrate, Qp =
Rainfall Intensity at User -Defined Tc, I = 2.88 inch/hr Peak Flowrate, Qp =
Calculated values for Tc & Qp are based on overide values entered for C & C-5.
54.12
23.12
54.12
46.00
77.31
46.00
cfs
cfs
cfs
15587 ud-rational-v1.02a, Tc and PeakQ H1 100 YR 11/22/2022, 3:53 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Voltagrid USR
H1
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
H1
44.36
2.00
B
II. Rainfall Information
Design Storm Return Period, Tr =
01=
C2=
C3=
P1=
Acres
A, B, C, or D
I (inch/hr) = C1 * P1 /(C2 + Td)AC3
10
28.50
10.00
0.786
1.40
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 =
0.17
0.09
(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
a Beginning
Ls
How Direxdon
Caft}imeof
B o and r4'
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
0.0220
500
0.09
N/A
0.27
31.43
1
0.0220
1,114
2
0.0150
747
3
4
5
Sum
2,361
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
1.52
2.55
1.52
10.00
1.48
12.52
10.00
1.22
10.17
Computed Tc =
Regional Tc =
User -Entered Tc =
inch/hr Peak Flowrate, Qp =
inch/hr Peak Flowrate, Qp =
inch/hr Peak Flowrate, Qp =
Calculated values for Tc & Qp are based on overide values entered for C & C-5.
54.12
23.12
54.12
11.43
19.21
11.43
cfs
cfs
cfs
15587 ud-rational-v1.02a, Tc and PeakQ H1 10 YR
11/22/2022, 3:52 PM
Area -Weighting for Runoff Coefficient Calculation
Project Title:
Catchment ID:
Voltagrid USR
P2
Illustration
LEGEND:
Flow Direction
C at ctu. eat
Boundary
Instructions: For each catchment subarea, enter values for A and C.
Subarea
Area
Runoff
Product
ID
acres
Coeff.
A
C*
CA
input
input
input
output
ASPHALT
0/0
0.96
0.67
FIELD
14.54
0.35
5.09
GRAVEL
0.06
0.50
0.03
Sum:
15.30
Sum:
5.79
Area -Weighted Runoff Coefficient (sum CA/sum A) =
0.38
*See sheet "Design Info" for inperviousness-based runoff coefficient values.
15587 ud-rational-v1.02a, Weighted C 100 YR P2 11/22/2022, 3:52 PM
Area -Weighting for Runoff Coefficient Calculation
Project Title:
Catchment ID:
Voltagrid USR
P2
Illustration
LEGEND:
Flow Direction
C at ctu. eat
Boundary
Instructions: For each catchment subarea, enter values for A and C.
Subarea
Area
Runoff
Product
ID
acres
Coeff.
A
C*
CA
input
input
input
output
ASPHALT
0/0
0.92
0.64
FIELD
14.54
0.16
2.33
GRAVEL
0.06
0.36
0.02
Sum:
15.30
sum:
2.99
Area -Weighted Runoff Coefficient (sum CA/sum A) =
0.20
*See sheet "Design Info" for inperviousness-based runoff coefficient values.
15587 ud-rational-v1.02a, Weighted C 10 YR P2 11/22/2022, 3:52 PM
Area -Weighting for Runoff Coefficient Calculation
Project Title:
Catchment ID:
Voltagrid USR
P1 Full Pond
Illustration
LEGEND:
Flow Direction
Cat aim ent
Bartnitiar3r
Instructions: For each catchment subarea, enter values for A and C.
Subarea
Area
Runoff
Product
ID
acres
Coeff.
A
C*
CA
input
input
input
output
POND
038
0.51
0.19
GRAVEL
4.01
0.58
2.33
ROOF
0.32
0.83
0.27
CONCRETE
0.12
0.96
0.12
sum:
4.83
sum:
2.90
Area -Weighted Runoff Coefficient (sum CA/sum A) =
0.60
*See sheet "Design Info" for inperviousness-based runoff coefficient values.
15587 ud-rational-v1.02a, Weighted C P1 FULL POND 11/22/2022, 3:51 PM
Area -Weighting for Runoff Coefficient Calculation
Project Title:
Catchment ID:
Voltagrid USR
P1
Illustration
LEGEND:
F Low Direction
Catch eat
Bar
Instructions: For each catchment subarea, enter values for A and C.
Subarea
Area
Runoff
Product
ID
acres
Coeff.
A
C*
CA
input
input
input
output
GRASS
038
0.51
0.19
GRAVEL
4.01
0.58
2.33
ROOF
0.32
0.83
0.27
CONCRETE
0.12
0.96
0.12
sum:
4.83
sum:
2.90
Area -Weighted Runoff Coefficient (sum CA/sum A) =
0.60
*See sheet "Design Info" for inperviousness-based runoff coefficient values.
15587 ud-rational-v1.02a, Weighted C P1 100-yr 11/22/2022, 3:50 PM
Area -Weighting for Runoff Coefficient Calculation
Project Title:
Catchment ID:
Voltagrid USR
P1
Illustration
LEGEND:
Flow Direction
C at ctu. eat
Boundary
Instructions: For each catchment subarea, enter values for A and C.
Subarea
Area
Runoff
Product
ID
acres
Coeff.
A
C*
CA
input
input
input
output
GRASS
038
0.26
0.10
GRAVEL
4.01
0.42
1.68
ROOF
0.32
0.77
0.25
CONCRETE
0.12
0.92
0.11
sum:
4.83
sum:
2.14
Area -Weighted Runoff Coefficient (sum CA/sum A) =
0.44
*See sheet "Design Info" for inperviousness-based runoff coefficient values.
15587 ud-rational-v1.02a, Weighted C P1 10-yr 11/22/2022, 3:50 PM
Area -Weighting for Runoff Coefficient Calculation
Project Title:
Catchment ID:
Voltagrid USR
H2
Illustration
LEGEND:
Flow Direction
C at ctu. eat
Boundary
Instructions: For each catchment subarea, enter values for A and C.
Subarea
Area
Runoff
Product
ID
acres
Coeff.
A
C*
CA
input
input
input
output
HISTORIC
TOO
0.51
3.57
Sum:
7.00
Sum:
3.57
Area -Weighted Runoff Coefficient (sum CA/sum A) =
0.51
*See sheet "Design Info" for inperviousness-based runoff coefficient values.
15587 ud-rational-v1.02a, Weighted C 100-yr H2 11/22/2022, 3:49 PM
Area -Weighting for Runoff Coefficient Calculation
Project Title:
Catchment ID:
Voltagrid USR
H2
Illustration
LEGEND:
Flow Direction
C at ctu. eat
Boundary
Instructions: For each catchment subarea, enter values for A and C.
Subarea
Area
Runoff
Product
ID
acres
Coeff.
A
C*
CA
input
input
input
output
HISTORIC
4.83
0.26
1.26
Sum:
4.83
Sum:
1.26
Area -Weighted Runoff Coefficient (sum CA/sum A) =
0.26
*See sheet "Design Info" for inperviousness-based runoff coefficient values.
15587 ud-rational-v1.02a, Weighted C 10-yr H2 11/22/2022, 3:49 PM
Area -Weighting for Runoff Coefficient Calculation
Project Title:
Catchment ID:
Voltagrid USR
H1
Illustration
LEGEND:
Flow Direction
C at ctu. eat
Boundary
Instructions: For each catchment subarea, enter values for A and C.
Subarea
Area
Runoff
Product
ID
acres
Coeff.
A
C*
CA
input
input
input
output
HISTORIC
44.83
0.36
16.14
Sum:
44.83
Sum:
16.14
Area -Weighted Runoff Coefficient (sum CA/sum A) =
0.36
*See sheet "Design Info" for inperviousness-based runoff coefficient values.
15587 ud-rational-v1.02a, Weighted C 100 YR H 1 11/22/2022, 3:48 PM
Area -Weighting for Runoff Coefficient Calculation
Project Title:
Catchment ID:
Voltagrid USR
H1
Illustration
LEGEND:
Flow Direction
C at ctu. eat
Boundary
Instructions: For each catchment subarea, enter values for A and C.
Subarea
Area
Runoff
Product
ID
acres
Coeff.
A
C*
CA
input
input
input
output
HISTORIC
44.36
0.17
7.54
Sum:
44.36
Sum:
7.54
Area -Weighted Runoff Coefficient (sum CA/sum A) =
0.17
*See sheet "Design Info" for inperviousness-based runoff coefficient values.
15587 ud-rational-v1.02a, Weighted C 10 YR H 1 11/22/2022, 3:47 PM
Area -Weighting for Runoff Coefficient Calculation
Project Title:
Catchment ID:
Voltagrid USR
P1
Illustration
LEGEND:
F Low Direction
Catch eat
Bar
Instructions: For each catchment subarea, enter values for A and C.
Subarea
Area
Runoff
Product
ID
acres
Coeff.
A
C*
CA
input
input
input
output
GRASS
038
0.16
0.06
GRAVEL
4.01
0.35
1.40
ROOF
0.32
0.75
0.24
CONCRETE
0.12
0.90
0.11
sum:
4.83
sum:
1.81
Area -Weighted Runoff Coefficient (sum CA/sum A) =
0.38
*See sheet "Design Info" for inperviousness-based runoff coefficient values.
15587 ud-rational-v1.02a, Weighted C P1 5-yr 11/22/2022, 3:49 PM
DRAINAGE CRITERIA MANUAL (V. 1)
RUNOFF
Table RO-5 Runoff Coefficients, C
Imperviousness
Percentage
C and
D
NRCS
Hydrologic
Soil
Groups
Type
2-yr
5-yr
10-yr
25-yr
50-yr
100-yr
0%
0.04
0.15
0.25
0.37
0.44
0.50
5%
0.08
0.18
0.28
0.39
0.46
0.52
10%
0.11
0.21
0.30
0.41
0.47
0.53
15%
0.14
0.24
0.32
0.43
0.49
0.54
20%
0.17
0.26
0.34
0.44
0.50
0.55
25%
0.20
0.28
0.36
0.46
0.51
0.56
30%
0.22
0.30
0.38
0.47
0.52
0.57
35%
0.25
0.33
0.40
0.48
0.53
0.57
40%
0.28
0.35
0.42
0.50
0.54
0.58
45%
0.31
0.37
0.44
0.51
0.55
0.59
50%
0.34
0.40
0.46
0.53
0.57
0.60
55%
0.37
0.43
0.48
0.55
0.58
0.62
60%
0.41
0.46
0.51
0.57
0.60
0.63
65%
0.45
0.49
0.54
0.59
0.62
0.65
70%
0.49
0.53
0.57
0.62
0.65
0.68
75%
0.54
0.58
0.62
0.66
0.68
0.71
80%
0.60
0.63
0.66
0.70
0.72
0.74
85%
0.66
0.68
0.71
0.75
0.77
0.79
90%
0.73
0.75
0.77
0.80
0.82
0.83
95%
0.80
0.82
0.84
0.87
0.88
0.89
100%
0.89
0.90
0.92
0.94
0.95
0.96
TYPE
B
NRCS
HYDROLOGIC
SOILS GROUP
0%
0.02
0.08
0.15
0.25
0.30
0.35
5%
0.04
0.10
0.19
0.28
0.33
0.38
10%
0.06
0.14
0.22
0.31
0.36
0.40
15%
0.08
0.17
0.25
0.33
0.38
0.42
20%
0.12
0.20
0.27
0.35
0.40
0.44
25%
0.15
0.22
0.30
0.37
0.41
0.46
30%
0.18
0.25
0.32
0.39
0.43
0.47
35%
0.20
0.27
0.34
0.41
0.44
0.48
40%
0.23
0.30
0.36
0.42
0.46
0.50
45%
0.26
0.32
0.38
0.44
0.48
0.51
50%
0.29
0.35
0.40
0.46
0.49
0.52
55%
0.33
0.38
0.43
0.48
0.51
0.54
60%
0.37
0.41
0.46
0.51
0.54
0.56
65%
0.41
0.45
0.49
0.54
0.57
0.59
70%
0.45
0.49
0.53
0.58
0.60
0.62
75%
0.51
0.54
0.58
0.62
0.64
0.66
80%
0.57
0.59
0.63
0.66
0.68
0.70
85%
0.63
0.66
0.69
0.72
0.73
0.75
90%
0.71
0.73
0.75
0.78
0.80
0.81
95%
0.79
0.81
0.83
0.85
0.87
0.88
100%
0.89
0.90
0.92
0.94
0.95
0.96
2007-01
Urban Drainage and Flood Control District
RO-11
RUNOFF
DRAINAGE CRITERIA MANUAL (V. 1)
TABLE RO-5 (Continued) Runoff Coefficients, C
Imperviousness
Percentage
Type
A
NRCS
Hydrologic
Soils
Group
2-yr
5-yr
10-yr
25-yr
50-yr
100-yr
0%
0.00
0.00
0.05
0.12
0.16
0.20
5%
0.00
0.02
0.10
0.16
0.20
0.24
10%
0.00
0.06
0.14
0.20
0.24
0.28
15%
0.02
0.10
0.17
0.23
0.27
0.30
20%
0.06
0.13
0.20
0.26
0.30
0.33
25%
0.09
0.16
0.23
0.29
0.32
0.35
30%
0.13
0.19
0.25
0.31
0.34
0.37
35%
0.16
0.22
0.28
0.33
0.36
0.39
40%
0.19
0.25
0.30
0.35
0.38
0.41
45%
0.22
0.27
0.33
0.37
0.40
0.43
50%
0.25
0.30
0.35
0.40
0.42
0.45
55%
0.29
0.33
0.38
0.42
0.45
0.47
60%
0.33
0.37
0.41
0.45
0.47
0.50
65%
0.37
0.41
0.45
0.49
0.51
0.53
70%
0.42
0.45
0.49
0.53
0.54
0.56
75%
0.47
0.50
0.54
0.57
0.59
0.61
80%
0.54
0.56
0.60
0.63
0.64
0.66
85%
0.61
0.63
0.66
0.69
0.70
0.72
90%
0.69
0.71
0.73
0.76
0.77
0.79
95%
0.78
0.80
0.82
0.84
0.85
0.86
100%
0.89
0.90
0.92
0.94
0.95
0.96
RO-12
2007-01
Urban Drainage and Flood Control District
NOAA Atlas 14, Volume 8, Version 2
Location name: Keenesburg, Colorado, USA*
Latitude: 40.1232°, Longitude: -104.5839°
Elevation: 4941.64 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
Average recurrence interval
(years)
Duration
1
2 _
5
10
I 25
50
100
200
500
1000
5 -min
0.241
(0.192-0.304)
0.292
(0.233-0.369)
0.390
(0.309-0.494)
0.483
(0.381-0.615)
0.631
(0.488-0.853)
0.759
(0.569-1.03)
0.900
(0.649-1.25)
1.06
(0.728-1.51)
1.28
(0.848-1.88)
1.47
(0.938-2.16)
10
-min
0.353
(0.281-0.445)
0.428
(0.341-0.541)
0.571
(0.453-0.723)
0.708
(0.558-0.901)
0.924
(0.715-1.25)
1.11
(0.833-1.51)
1.32
(0.951-1.84)
1.55
(1.07-2.21)
1.88
(1.24-2.75)
2.15
(1.37-3.16)
15 -min
0.430
i (0.343-0.543)
0.522
(0.416-0.659)
0.696
(0.553-0.882)
0.863
(0.681-1.10)
1.13
(0.872-1.52)
1.36
(1.02-1.84)
1.61
(1.16-2.24)
1.88
(1.30-2.69)
2.29
(1.51-3.35)
2.62
(1.68-3.85)
30 -min
0.578
(0.461-0.729)
0.699
(0.556-0.882)
0.929
(0.737-1.18)
1.15
(0.908-1.46)
1.50
(1.16-2.04)
1.81
(1.36-2.47)
2.15
(1.55-3.00)
2.53
(1.75-3.62)
3.08
(2.04-4.51)
3.53
(2.26-5.19)
60 -min
I
0.710
ll (0.566-0.896)
0.850
(0.677-1.07)
1.13
(0.893-1.43)
1.40
(1.10-1.78)
1.84
(1.43-2.50)
2.22
(1.67-3.04)
2.66
(1.92-3.71)
3.14
(2.17-4.49)i
3.84
(2.55-5.64)
4.43
(2.83-6.51)
0.842
(0.676-1.05)
1.00
i (0.804-1.25)
1.32
(1.06-1.66)
1.64
(1.31-2.07)
2.17
(1.70-2.92)
2.63
(2.00-3.57)
3.16
(2.30-4.37)
3.74
(2.62-5.31)
4.61
(3.08-6.70)
5.33
(3.44-7.75)
3-h
r
0.917
(0.740-1.14)
1.42
(1.14-1.77)
1.76
(1.41-2.21)
2.33
(1.84-3.13)
2.83
(2.16-3.82)
3.40
(2.50-4.69)
I
5.00
(3.36-7.22)
5.79
(3.76-8.36)
6 -hr
1.08
(0.879-1.33)
1.26
(1.02-1.55)
1.63
(1.32-2.01)
2.00
(1.61-2.48)
2.61
(2.08-3.48)
3.17
(2.44-4.23)
3.79
(2.81-5.17)
4.49
(3.18-6.27)
5.53
(3.76-7.90)
6.40
(4.19-9.14)
12
-hr
1.28
(1.05-1.57)
1.50
(1.23-1.84)
1.93
(1.57-2.36)
2.33
(1.89-2.87)
2.98
(2.37-3.88)
3.54
(2.74-4.64)
4.16
(3.10-5.58)
4.85
(3.46-6.66)
5.85
(4.00-8.23)
6.67
(4.42-9.42)
24 -hr
1.52
(1.26-1.84) I
1.79
(1.48-2.17)
2.28
(1.88-2.77)
2.73
(2.24-3.33)
3.42
(2.73-4.37)
3.99
(3.10-5.15)
4.61
(3.46-6.08)
5.29
(3.80-7.15)
6.25
I (4.31-8.66)
7.02
(4.70-9.80)
2 -day
1.73
(1.44-2.07)
2.08
(1.73-2.50)
2.68
(2.23-3.22)
3.20
(2.64-3.86)
3.94
(3.15-4.93)
4.53
(3.54-5.74)
5.15
(3.88-6.67)
5.79
(4.18-7.69)
6.67
(4.63-9.09)
7.35
(4.97-10.1)
3 -day 1
1.89
(1.58-2.25)
2.25
(1.88-2.68)
2.86
(2.39-3.42)
3.39
(2.81-4.06)
4.14
(3.32-5.14)
4.74
(3.71-5.96)
5.35
(4.06-6.89)
6.00
(4.36-7.92)
6.88
(4.80-9.32)
7.57
(5.14-10.4)
4
-day
2.02
(1.70-2.39) I
2.38
(2.00-2.82)
2.99
(2.50-3.56)
3.52
(2.93-4.20)
4.27
(3.44-5.28)
4.87
(3.84-6.10)
5.49
(4.18-7.04)
6.15
(4.48-8.07)
7.04
(4.94-9.48)
7.74
(5.28-10.6)
7 -day
2.31
(1.96-2.72)
2.70
(2.28-3.18)
3.34
(2.82-3.95)
3.90
(3.26-4.62)
4.67
(3.79-5.72)
5.29
(4.19-6.55)
5.91
(4.53-7.50)
6.56
(4.82-8.53)
7.44
(5.26-9.92)
8.13
(5.59-11.0)
10
-day
2.56
11 (2.18-3.00)
1 2.98
(2.53-3.49)
1 3.66 ll
(3.10-4.31)
4.24
(3.57-5.01)
M 5.05
(4.11-6.13)
Il_5.67
(4.51-6.98)
6.31
(4.85-7.93)
6.96
(5.13-8.97)
7.82
(5.55-10.4)
8.49
(5.87-11.4)
3.77
(3.23-4.38)
4.56
(3.89-5.31)
5.21
(4.42-6.09)
6.10
(5.00-7.30)
6.77
(5.43-8.22)
7.44
(5.77-9.24)
8.12
(6.04-10.3)
9.00
(6.44-11.7)
9.65
(6.75-12.8)
30-da y
3.86 f
(3.32-4.45) I
4.42
(3.80-5.10)
5.31
(4.56-6.14)
6.04
(5.15-7.01)
7.01
(5.77-8.33)
7.74
(6.24-9.33)
8.46
(6.59-10.4)
9.17
(6.86-11.6)
10.1
(7.26-13.1)
10.8
(7.57-14.2)
45 -day
4.56
(3.95-5.22)
5.22
(4.52-5.99)
6.27
(5.41-7.21)
7.11
(6.10-8.21)
8.23
(6.80-9.69)
9.05
(7.32-10.8)
9.84
(7.70-12.0)
10.6
(7.98-13.3)
11.6
(8.38-14.9)
12.3
(8.69-16.1)
60-day1
5.12
(4.46-5.85)
5.89
(5.12-6.74)
7.10
(6.15-8.14)
8.06
(6.94-9.27)
9.31
(7.71-10.9)
10.2
(8.29-12.1)
11.1
(8.70-13.5)
11.9
(8.98-14.8)
12.9
(9.40-16.5)
13.7
(9.71-17.8)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper
bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
PDS-based depth -duration -frequency (DDF) curves
Latitude: 40.1232 Longitude- -104.583943
eL
-a
4.2
4-0
C
O
�s
eL
Wr
Precipitation depth (in)
14
12
10
14
12
10
B
6
4
2
0
C
E
L
C
r
6
C
rn
O
41
L
th
IN
Duration
i.r
nc
N
�a V
at
y rh 4
54 >O14
r r4 r -01
0 C Lit O
ml RIR LAD
s
i
I
I 1 f I I I
1
2
N.0AA Atfas 14 Volume 8 Version 2
5 10 25 50 100 200
Average recurrence interval (years)
500 1000
Created' porn' Wed Nov 219:15:49 2022
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
r
1
2
5
10
25
50
100
200
500
1000
5 -min
1in
1 mr;
30-rninI
o$1
2 -hr
3 -hr
5 -hr
— 12 -hr
- 24 -hr
aa 2 -clay
3 -clay
ay
4 -day
7 -day
10 -day
2O -day
�i 3O -day
45 -day
60 -day
Large scale terrain
h
fee
3km
2mi
J
rcakrz Tit
1
gibs:4 tie
Large scale map
sen
U.1 H'
Greeley
Longmolt
CI
Boulder ��
!fop I*�
��i ei INNERS
100km
,!
60mi
oho rade'
pr' n qs
Large scale aerial
Back to Top
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
Appendix C
Hydraulic Calculations
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Circular Culvert
Invert Elev Dn (ft)
P ipe Length (ft)
S lope (%)
Invert Elev Up (ft)
Rise (in)
S hape
S pan (in)
No. Barrels
n -Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y,k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
Elie,' Lift;
20
Circular Culvert
30
4946.40
117.00
1.50
4948.16
15.0
Circular
15.0
1
0.013
Circular Concrete
Square edge w/headwall (C)
0.0098, 2, 0.0398, 0.67, 0.5
4950.17
90.00
40.00
<Name>
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
100 110 120 130 140
Tuesday, Nov 22 2022
11.11
7.00
4.11
5.91
6.31
4947.56
4949.22
4950.28
1.70
Inlet Control
H,u Cepth iftj
-1.16
Reach ' t
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
South Culvert 100-Yr
Invert Elev Dn (ft)
P ipe Length (ft)
S lope (%)
Invert Elev Up (ft)
Rise (in)
S hape
S pan (in)
No. Barrels
n -Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y,k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
Elie.. I`.:
i
495D.O,^
4949.00
4946.0;
4946.00
4945.00
4946.40
117.00
1.50
4948.16
15.0
Circular
15.0
1
0.013
Circular Concrete
Square edge w/headwall (C)
0.0098, 2, 0.0398, 0.67, 0.5
4950.17
90.00
40.00
South Culvert 100-Yr
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Tuesday, Nov 22 2022
8.69
8.69
(dc+D)I2
8.69
6.88
1.81
5.82
6.24
4947.55
4949.21
4950.24
1.66
Inlet Control
U. ep,tr
.Thletcontrol
------------
10
Circular Culvert
i+r
Hc;1
EIIIb®nk
110
12
150
Reach Iitl
I_ a
1 i34
-1 16
-2.15
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
South Culvert 10-Yr
Invert Elev Dn (ft)
P ipe Length (ft)
S lope (%)
Invert Elev Up (ft)
Rise (in)
S hape
S pan (in)
No. Barrels
n -Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y,k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
EIS,.
i
49.50.00
4949.00
4946.0;
4946.00
4945.00
4946.40
117.00
1.50
4948.16
15.0
Circular
15.0
1
0.013
Circular Concrete
Square edge w/headwall (C)
0.0098, 2, 0.0398, 0.67, 0.5
4950.17
90.00
40.00
South Culvert 10-Yr
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Tuesday, Nov 22 2022
4.83
4.83
(dc+D)I2
4.83
4.83
0.00
4.32
5.17
4947.47
4949.05
4949.61
1.16
Inlet Control
h-1-;, Leptl-
Inlet
-control
x
------------
10
Circular Culvert
i+r
I(_
Embank
110
12
140,
15D
Reach Iitl
1 54
-'1 16
-2 1S
-3.18
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
North Culvert 100-Yr
Invert Elev Dn (ft)
P ipe Length (ft)
S lope (%)
Invert Elev Up (ft)
Rise (in)
S hape
S pan (in)
No. Barrels
n -Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y,k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
Er,. it:
n0
y
Circular Culvert
4941.08
117.00
1.00
4942.25
15.0
Circular
15.0
1
0.013
Circular Concrete
Square edge w/headwall (C)
0.0098, 2, 0.0398, 0.67, 0.5
4944.72
90.00
40.00
HGL
North Culvert 100-Yr
70 80
Embank
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
100 110 120 120 140
1eD
Tuesday, Nov 22 2022
8.69
8.69
(dc+D)I2
8.69
7.98
0.71
6.64
6.50
4942.26
4943.96
4944.76
2.01
Inlet Control
Lepth eft
1,50
Reach (ft
1.7E
3.75
-1.25
-2.25
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
North Culvert 10-Yr
Invert Elev Dn (ft)
P ipe Length (ft)
S lope (%)
Invert Elev Up (ft)
Rise (in)
S hape
S pan (in)
No. Barrels
n -Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y,k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
El'„ Lift;
4942.00
41.00
4 94
4941.08
117.00
1.00
4942.25
15.0
Circular
15.0
1
0.013
Circular Concrete
Square edge w/headwall (C)
0.0098, 2, 0.0398, 0.67, 0.5
4944.72
90.00
40.00
North Culvert 10-Yr
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Tuesday, Nov 22 2022
4.83
4.83
(dc+D)I2
4.83
4.83
0.00
4.32
5.17
4942.15
4943.14
4943.70
1.16
Inlet Control
L epth It;
I n l et control
n,
Circular Culvert
v Vt
40
50
HGL
70 84
Embank
90
100
110
120
130,
14 V
1 �u
10.
Reach (ft
1.75
0.75
es V.25
-1.25
-2.25
Where:
and:
Where:
LP
L_p
1 (At wl Outlet Culvert=3.8(3.17-1)=8.25
k2tane) \ Yt / N. Roadside Culvert=3.5'"(4.02-1)=10.5
S. Roadside Culvert=3.5"'(4.02-1)=10.5
Eq. 5.9.1
Lp = Length of protection (ft) (A_t)/(y_t)
W = Width of the conduit (ft, use diameter for circular conduits) Outlet Culvert=1.27/0.4=3.17
Yt = Tailwater depth (ft) N./S. Roadside Culvert =1.61/0.4 4.02
8 = The expansion angle of the culvert flow
At
Q
V
At
Outlet Culvert 3.78/3 1.27
N . Roadside Culvert 4.83/3-1.61
S . Roadside Culvert =4.83/3=1.61
At = required area of flow at allowable velocity (ft2)
V = the allowable non -eroding velocity in the downstream channel (ft/sec)
Q = design discharge (cfs)
For Eq. 5.9.1:
Eq. 5.9.2
• If the tailwater elevation is unknown or unable to be calculated, a value of 0.4 x the culvert
height or pipe diameter may be used for Vt.
1
• The expansion factor can be found from Figure 5-5 and Figure 5-6 shown below, after
2tan8
calculating Q/D2.5.
• In the calculations for At, the allowable non -eroding velocity in the downstream channel should
be:
o 3.0 ft/sec for erosive soils
o 5.0 ft/sec for non -erosive soils
In certain circumstances, Eq. 5.9.1 may yield unreasonable results. Therefore, in no case should Lp be
less than 3H or 3D, nor does Lp need to be greater than 10H or 10D whenever the Froude parameter,
Q/WH1.5 or Q/D23, is less than 8.0 or 6.0, respectively. Whenever the Froude parameter is greater than
those maximums, increase the maximum Lp required by %Dc or %H for circular or rectangular (box)
culverts, respectively, for each whole number by which the Froude parameter is greater than 8.0 or 6.0,
respectively.
Once Lp has been determined, the width of the riprap protection at the furthest downstream point
should be verified. This dimension is labeled "T" on Figure 5-4. The first step is to solve for 8 using the
results from Figure 5-5 or Figure 5-6:
0 tan
(2(ExpansonFactor))
Where:
• Expansion Factor = determined using Figure 5-5 or Figure 5-6
Eq. 5.9.3
WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA I 56
Figure 5-5 Expansion Factor for Circular Conduits (USDCM, Vol 2 Figure 9-35)
9 = Expansion Angle
0
C
p
EXPANSION FACTOR
8
7
6
5
4
2
I
litridnen
1111111
rear
AiS
111 aria
Co I .2 3 4 _ _+
T ILWATER DEPTH/ CONDUIT HEIGHT, Yt/D
D
Q/D^2.5
Outlet Culvert=3.78/(1)^2.5=3.78
N orth Culvert=4.83/(1.25)^2.5=2.76
S outh Culvert =4.83/(1.25)^2.5 =2.76
EF=Outlet culvert=3.8
EF=N. and S. Culverts=3.5
y_t
Outlet Culvert=0.4*1=0.4
N . Roadside Culvert =0.4*1.25=0.5
S . Roadside Culvert =0.4*1.25=0.5
(y_t)/D
Outlet Culvert=0.4/1=0.4
N . Roadside Culvert =0.5/1.25=0.4
S . Roadside Culvert 0.5/1.25 0.4
WELD COUNasdfTY ENGINEERING & CONSTRUCTION CRITERIA P A G F 58
Figure 5-7 Riprap Erosion Protection at Circular Conduit (Valid for Q/D2.5≤6.0) (USDCM, Vol 2
Figure 9-38)
aim
ci
0
60
40
20
C
a4dStr
r
ttP
r-
S,,r
- {.�� '1.
'`,1
l
•.
At
Or
iosCs 0
‘r
1
-
44(4kOr
I
1 11
1
L
-'�
- -I
N./ Culverts S C
YtiD
Outlet culvert
.8
Use Do instead of D whenever flow is supercritical in the barrel.
**Use Type L for a distance of 3D downstream.
Q/D^1.5
Outlet Culvert=3.78/(1)^1.5=3.78
N orth Culvert=4.83/(1.25^1.5)=6.75
S outh Culvert=4.83/(1.25^1.5)=6.75
10
y_t / D
Outlet Culvert=0.4/1=0.4
N . Roadside Culvert =0.5/1.25=0.4
S . Roadside Culvert =0.5/1.25=0.4
WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA I 60
MBAS
N
Project
Project
Calculated
Checked
Number:
Name:
Date:
By:
By:
Voltagrid
15587
GCT
LDS
11/21/2022
Weld
County
USR
Engineer
ng
P1�
ur
yin�
-
_
_
For use when channel
slopes
are
between 10%
and
40%.
This
by
K.M.
method
Robinson,
is
Input
one
of
C.E.
Parameters:
the
approved
Rice,
and
K.C.
methods
Kadavy
(1998)
by
UDFCD
and
is described
in the
Design of Rock
Chutes
SI
Units
Metric
The
Per
Per
calculated
UDFCD
UDFCD
D50
Flow
with
Minimum
Channel
Minimum
the
the
per
Channel
S.F.
D50
D50
size
increased
unit
UDFCD
applied
Bottom
with
Mantle
for
calculated
Length
crest
Side
Bed
the
30%
Riprap
Mannings
Slopes
size
&
Design
Thickness
width
Width
riprap
Flow
Slope
Increase
rounded
of
Apron
should
should
Type
(Q)
(q)
(S)
(B)
(7)
is
=
=
=
=
=
as
18.2
cfs
cfs/ft
1
_,a�a
0.515
m3/s
m3/s/m
m/m
m
m/m
0.91
0.085
0.25
ft/ft
0.25
20
ft
.
6.10
0.25
ft/ft
0.25
[_G
follows:
u
t
by
30%:
Factor
uw07E
6
1.5
D50
D50
n
=
=
=
=
=
=
=
=
3.4
in
87.6
mm
be increased
of
Safety
applied:
in
4.48
also
have a
7
in
Type
L
9
in
0.053
18
in
11.25
ft
Weir Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Emergency Spillway
Trapezoidal Weir
Crest
Bottom Length (ft)
Total Depth (ft)
Side Slope (z:1)
Calculations
Weir Coeff. Cw
Compute by:
Known Q (cfs)
Depth (ft)
2.00
1.50
1.00
0.50
0.00
-0.50
0
10
20 25 30 35 40 45
5
Weir
Sharp
20.00
1.50
4.00
= 3.10
Known Q
18.20
15
W.S.
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
Emergency Spillway
Monday, Nov 21 2022
0.43
18.20
9.34
1.95
23.44
Depth (ft)
2.00
1.50
1.00
0.50
0.00
-0.50
Length (ft)
Detention pond
Project:
Basin Description:
Contour
Elevation
4,941.52
4,942.00
4,943.00
4,943.67
Contour
Area
(sq. ft)
0
2,537
12,714
27,510
Voltagrid USR
Basin P1
Depth
(ft)
N/A
0448
1.00
0.67
Incremental
Volume
Avg. End
(cu. ft)
N/A
609
7626
13475
Cumulative
Volume
Avg. End
(cu. ft)
0
609
8235
21710
Incremental
Volume
Conic
(cu. ft)
N/A
411
6977
13160
Cumulative
Volume
Conic
(cu. ft)
0
411
7388
20548 0.47 ac -ft
DETENTION BASIN OUTLET STRUCTURE DESIGN
MHFD-Detention, Version 4.06 (July 2022)
Project: USR22-XXXX VOLTAGRID CNG FACILITY
Basin ID: P1
1 r0n_YR
VOLUME LURV
/ZONE 3
r -ZONE 2
,--ZONE 1
1
wOcV
[1
t�ER+MANENT-
POOL
ZONE I AND 2.
ORIFICES
'-i00-YEAR
ORIFICE
Example Zone Configuration (Retention Pond)
Zone 1 (WQCV)
one 2 (100 -year)
Zone 3
Estimated
Stage (ft)
Estimated
Volume (ac -ft)
Outlet Type
0.68
0.074
Orifice Plate
1.79
0.338
Weir&Pipe (Restrict)
Total (all zones)
User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP)
Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface)
Underdrain Orifice Diameter = N/A inches
0.413
Underdrain Orifice Area =
Underdrain Orifice Centroid =
Calculated Parameters for Underdrain
N/A
N/A
ft2
feet
User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP'
Centroid of Lowest Orifice =
Depth at top of Zone using Orifice Plate =
Orifice Plate: Orifice Vertical Spacing =
Orifice Plate: Orifice Area per Row =
0.00
0.68
2.70
0.66
ft (relative to basin bottom at Stage = 0 ft)
ft (relative to basin bottom at Stage = 0 ft)
inches
sq. inches (diameter = 7/8 inch)
User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest)
Stage of Orifice Centroid (ft)
Orifice Area (sq. inches)
Stage of Orifice Centroid (ft)
Orifice Area (sq. inches)
WQ Orifice Area per Row =
Elliptical Half -Width =
Elliptical Slot Centroid =
Elliptical Slot Area =
4.583E-03
N/A
N/A
N/A
Calculated Parameters for Plate
ft2
feet
feet
ft2
Row 1 (required)
Row 2 (optional)
Row 3 (optional)
Row 4 (optional)
Row 5 (optional)
Row 6 (optional)
Row 7 (optional)
Row 8 (optional)
0.00
0.23
0.45
0.66
0.66
0.66
Row 9 (optional)
Row 10 (optional)
Row 11 (optional)
Row 12 (optional)
Row 13 (optional)
Row 14 (optional)
Row 15 (optional)
Row 16 (optional)
User Input: Vertical Orifice (Circular or Rectangular)
Invert of Vertical Orifice =
Depth at top of Zone using Vertical Orifice =
Vertical Orifice Diameter =
Not Selected
Not Selected
ft (relative to basin bottom at Stage = 0 ft)
ft (relative to basin bottom at Stage = 0 ft)
inches
Vertical Orifice Area =
Vertical Orifice Centroid =
Calculated Parameters for Vertical Orifice
Not Selected
Not Selected
ft2
feet
User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir and No Outlet Pipe'
Overflow Weir Front Edge Height, Ho =
Overflow Weir Front Edge Length =
Overflow Weir Grate Slope =
Horiz. Length of Weir Sides =
Overflow Grate Type =
Debris Clogging % =
Zone 2 Weir
Not Selected
1.50
3.00
0.00
3.00
Type C Grate
0%
ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht =
feet
H:V
feet
%
User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice)
Depth to Invert of Outlet Pipe =
Outlet Pipe Diameter =
Restrictor Plate Height Above Pipe Invert =
Zone 2 Restrictor
0.00
12.00
Not Selected
9.00
User Input: Emergency Spillway ;Rectangular or Trapezoidal)
Spillway Invert Stage=
Spillway Crest Length =
Spillway End Slopes =
Freeboard above Max Water Surface =
4943.67
20.00
4.00
1.00
Overflow Weir Slope Length =
Grate Open Area / 100-yr Orifice Area =
Overflow Grate Open Area w/o Debris =
Overflow Grate Open Area w/ Debris =
ft (distance below basin bottom at Stage = 0 ft)
inches
inches
ft (relative to basin bottom at Stage = 0 ft)
feet
H:V
feet
Calculated Parameters for Overflow Weir
Zone 2 Weir
Not Selected
1.50
3.00
9.91
6.26
6.26
feet
feet
ft2
ft2
Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate
Outlet Orifice Area =
Outlet Orifice Centroid =
Half -Central Angle of Restrictor Plate on Pipe =
Spillway Design Flow Depth=
Stage at Top of Freeboard =
Basin Area at Top of Freeboard =
Basin Volume at Top of Freeboard =
Zone 2 Restrictor
Not Selected
0.63
0.41
2.09
N/A
Calculated Parameters for Spillway
0.33
4945.00
0.69
0.63
feet
feet
acres
acre -ft
ft2
feet
radians
Routed Hydrograph Resu is
Design Storm Return Period =
One -Hour Rainfall Depth (in) =
CUHP Runoff Volume (acre -ft) =
Inflow Hydrograph Volume (acre -ft) =
CUHP Predevelopment Peak Q (cfs) =
OPTIONAL Override Predevelopment Peak Q (cfs) =
Predevelopment Unit Peak Flow, q (cfs/acre) =
Peak Inflow Q (cfs) =
Peak Outflow Q (cfs) =
Ratio Peak Outflow to Predevelopment Q =
Structure Controlling Flow =
Max Velocity through Grate 1 (fps) =
Max Velocity through Grate 2 (fps) =
Time to Drain 97% of Inflow Volume (hours) =
Time to Drain 99% of Inflow Volume (hours) =
Maximum Ponding Depth (ft) =
Area at Maximum Ponding Depth (acres) =
Maximum Volume Stored (acre -ft) =
The user can override the default CUHP hydrogtaphs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF).
WQCV
EURV
2 Year
5 Year
10 Year
25 Year
50 Year
100 Year
500 Year
N/A
N/A
0.85
1.13
1.40
1.84
2.22
2.66
3.84
0.074
0.196
0.123
0.191
0.279
0.471
0.621
0.817
1.304
N/A
N/A
0.123
0.191
0.279
0.471
0.621
0.817
1.304
N/A
N/A
0.1
0.5
1.3
3.7
5.2
7.3
12.2
N/A
N/A
3.8
N/A
N/A
0.01
0.09
0.78
0.76
1.08
1.50
2.52
N/A
N/A
1.7
2.8
4.2
7.2
9.5
12.4
19.6
0.0
0.1
0.1
0.1
0.1
2.3
3.5
3.8
4.0
N/A
N/A
N/A
0.1
0.0
0.6
0.7
0.5
0.3
Plate
Plate
Plate
Plate
Plate
Overflow Weir 1
Outlet Plate 1
Outlet Plate 1
N/A
N/A
N/A
N/A
N/A
N/A
0.4
0.5
0.6
0.6
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
38
60
48
60
72
72
69
66
60
40
65
52
65
79
82
80
78
74
0.68
1.19
0.87
1.13
1.42
1.65
1.75
1.99
2.16
0.20
0.28
0.23
0.27
0.32
0.41
0.47
0.59
0.69
0.075
0.197
0.113
0.180
0.263
0.345
0.394
0.516
0.632
MHFD-Detention v4-06, Outlet Structure
11/4/2022, 1:03 PM
DETENTION BASIN OUTLET STRUCTURE DESIGN
MHFD-Detention, Version 4.06 (July 2022)
,
U
U
O
IL
25
20
15
10
5
0
is 500YRIN
I
I
1
EN - = 500YR OUT
- 100YR IN
-
m. 100YR OUT
50YR IN
- 0 50YR OUT
25YR IN
_
25YR OUT
10YR IN
-
-
10YR OUT
a '5YRIN
-
-
-
- 0. N. 5YR OUT
2YR IN
2YR OUT
EURV IN
-
EURV OUT
- - - WQCV IN
wctcv our
,
al.
y_
s -Mal
IS !IS
S -s
s�
s --4+a
- -_ .
�""�+"�`-_�=
ter-
�� I ♦
s ,R
0.1
1
TIME [hr]
10
2.5
2
0.5
0
Mar-
EURV
imaWQCV
ir
-__
.„„__
.,,,i,,...,,,,.,,,,
tallr--
illilliiiiiiill%Illiiiis„..11111O.
I
)1
or
_IIIIIIIIIIIiiiiiiirgii
0.1
1
DRAIN TIME [hr]
10
100
40,000
35,000
30,000
25,000
M
W
g 20,000
J
0
15,000
w
cc
10,000
5,000
0
O User Area
Interpolated
[ft^2]
Area
[ft^2]
I
Summary
Volume
Area
[ft^3]
[ft^2]
- •s- Summary
Outflow
Volume
[cfs]
[ft^3]
s •- Summary
Outflow
[cfs]
0.00
5.00
10.00
15.00
PONDING DEPTH [ft]
20.00
25.00
10
9
8
7
6
5
4
3
2
0
30.00
OUTFLOW [cfs]
S -A -V -D Chart Axis Override
minimum bound
maximum bound
X-axis
Left V -Axis
Right V -Axis
MHFD-Detention v4-06, Outlet Structure
11/4/2022, 1:03 PM
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: USR22-XXXX VOLTAGRID CNG FACILITY
Basin ID: P1
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
Determination of MINOR Detention Volume Using Modified FAA Method
Determination of MAJOR Detention Volume Using Modified FAA Method
Design Information (Input):
Design Information (Input):
Catchment Drainage Imperviousness la = 41.81 percent
Catchment Drainage Imperviousness la =
41.81
percent
Catchment Drainage Area A =
4.830
acres
Catchment Drainage Area A = 4.830 acres
Predevelopment NRCS Soil Group Type =
C
A, B, C, or D
Predevelopment NRCS Soil Group Type = C A, B, C, or D
Return Period for Detention Control T =
10
years (2, 5, 10, 25, 50, or 100)
Return Period for Detention Control T =
100
years (2, 5, 10, 25, 50, or 100)
Time of Concentration of Watershed Tc =
13
minutes
Time of Concentration of Watershed Tc =
13
minutes
Allowable Unit Release Rate q =
0.78
cfs/acre
Allowable Unit Release Rate q =
0.78
cfs/acre
One -hour Precipitation P1 =
1.40
inches
One -hour Precipitation P1 =
2.66
inches
Design Rainfall IDF Formula i = Ci* Pil(C2+Tc)^C3
Design Rainfall IDF Formula i = Ci* Pil(C2+Tc)^C3
Coefficient One C1 = 28.50
Coefficient One Ci =
28.50
Coefficient Two C2 =
10
Coefficient Two C2 = 10
Coefficient Three C3 =
0.789
Coefficient Three C3 = 0.789
Determination of Average Outflow from the Basin
(Calculated):
Determination of Average Outflow from the Basin
(Calculated):
Runoff Coefficient C = 0.59
Runoff Coefficient C = 0.42
Inflow Peak Runoff Qp-in = 6.82 cfs
Inflow Peak Runoff Qp-in = 18.20 cfs
Allowable Peak Outflow Rate Qp-out = 3.78 cfs
Allowable Peak Outflow Rate Qp-out = 3.78 cfs
Mod. FAA Major Storage Volume = 19,225 cubic feet
Mod. FAA Minor Storage Volume = 3,054 cubic feet
Mod. FAA Minor Storage Volume = 0.070 acre -ft
Mod. FAA Major Storage Volume = 0.441 acre -ft
5
<- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5 -Minutes)
Rainfall
Duration
minutes
(input)
Rainfall
Intensity
inches / hr
(output)
Inflow
Volume
acre-feet
(output)
Adjustment
Factor
"m"
(output)
Average
Outflow
cfs
(output)
Outflow
Volume
acre-feet
(output)
Storage
Volume
acre-feet
(output)
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
5
4.71.
0.066
1.00
3.78
0.026
0.040
5
8.95
0.176
1.00
3.78
0.026
0.150
10
3.75
0.105
1:00
3.78
0.052
0.053
10
7.13
0.280
1.00
3.78
0.052
0.228
15
3.15
0.132
0.93
3.53
0.073
0.059
15
5.98
0.352
0.93
3.53
0.073
0.279
20
2.73
0.152
0.83
3.12
0.086
0.066
20
5.18
0.407
0:83
3.12
0.086
0.321
25
2.41.
0.169
0.76
2.87
0.099
0.070
25
4.59
0.450
0.76
2.87
0.099
0351
30
2:17
0.182
0.72
2.71
0.112
0.070
30
4.13
0.486
0.72
2.71
0.112
0.374
35
1.98
0.194
0.69
2.59.
0.125
0:069.
35
3.76
0.517
0.69
2.59
0.125
0.392
40
1.82
0.204
0.66
2.51
0.138
0.066
40
3.46
0.543
0.66
2.51
0.138
0.405
45
1.69
0.212
0.64
2.44
0151
0.061
45
3.21
0.567
0.64
2.44
0.151
0.416
50
1.58
0.220
0.63
2.38
0.164
0.056
50
3.00
0.588
0.63
2.38
0.164
0.424
55
1.48
0.228
0.62
2.34
0.177
0.051
55
2.81
0.608
0.62
2.34
0.177
0.430
60
1.40
0.234
0.61
2.30
0.190
0.044
60
2.65
0.625
0.61
2.30
0.190
0.435
65
1.32
0.240
0.60
2.27
0.203
0.037
65
2.51
0.641
0.60
2.27
0.203
0.438
70
2.39
0.656
0.59
2.24
0.216
0.440
70
1.26
0.246
0.59
2.24
0.216
0.030
75
1.20
0.251
0.59
2.22
0.229
0.022
75
2.28
0.670
0.59
2.22
0.229
0:441
80
1.15
0.256
0.58
2.20
0.242
0.014
80
2.18
0.684
0.58
2.20
0.242
0.441
85
1.10
0.261
0.58
2.18
0.255
0.006
85
2.09
0.696
0.58
.2.18
0.255
0.441
90
2.00
0.708
0.57
2.16
0.268
0.439
90
1.05
0.265
0.57
2.16
0.268
-0.003
95
1.93
0.719
0.57
2.15
0.281
0437
95
1.01
0.269
0.57
2.15
0.281
-0.012
100
0.98
0.273
0.57
2.14
0.294
-0.021
100
1.86
0.729
0.57
2.14
0.294
0.435
105
0.94
0.277
0.56
2.13
0.307
-0.030
105
1.79
0.739
0.56
2.13
0.307
0.432
110
1.73
0.749
0.56
2.11
0.320
0.429
110
0.91
0.281
0:56
2.11
0.320
-0.040
115
0.88
0.284
0.56
2.10
0.333
-0.049
115
1.68
0.758
0.56
2.10
0.333
0.425
120
1.63
0.767
0.55
2.10
0.346
0.421
120
0.86
0.287
0.55
2.10
0.346
-0.059
125
0.83
0.291
0.55
2.09
0.359
-0.069
125
1.58
0.776
0.55
2.09
0.359
0.416
130
0.81
0.294
0.55
2.08
0.372
-0.079
130
1.54
0.784
0.55
2.08
0.372
0.411
135
1.49
0.792
0.55
2.07
0.385
0.406
135
0.79
0.297
0.55
2.07
0.385
-0.089
140
0.77
0.300
0.55
2.07
0.399
-0.099
140
1.45
0.799
0.55
2.07
0.399
0.401
145
1.42
0.807
0.54
2.06
0.412
0.395
145
0.75
0.302
0.54
2.06
0.412
-0.109
150
0.73
0.305
0.54
2.05
0.425
-0.120
150
1.38
0.814
0.54
2.05
0.425
0.389
155
1.35
0.821
0.54
2.05
0.438
0.383
155
0.71
0.308
0.54
2.05
0.438
-0.130
160
0.69
0.310
0.54
2.04
0.451
-0.140
160
1.32
0.828
0.54
2.04
0.451
0.377
165
1.29
0.834
0.54
2.04
0.464
0.371
165
0.68
0.313
0.54
2.04
0.464
-0.151
170
0.66
0.315
0.54
2.04
0.477
-0.162
170
1.26
0.841
0.54
2.04
0.477
0.364
175
0.65
0.317
0.54
2.03
0.490
-0.172
175
1.23
0.847
0.54
2.03
0.490
0.357
180
0.64
0.320
0.54
2.03
0.503
-0.183
180
1.21
0.853
0.54
2.03
0.503
0.350
185
0.62
0.322
0.54
2.02
0.516
-0.194
185
1.18
0.859
0.54
2.02
0.516
0.343
190
0.61
0.324
0.53
2.02
0.529
-0.205
190
1.16
0.865
0.53
2.02
0.529
0.336
195
0.60
0.326
0.53
2.02
0.542
-0.216
195
1.14
0.870
0.53
2.02
0.542
0.329
200
0.59
0.328
0.53
2.01
0.555
-0.227
200
1.12
0.876
0.53
2.01
0.555
0.321
205
0.58
0.330
0.53
2.01
0.568
-0.238
205
1.10
0.881
0.53
2.01
0.568
0.313
210
0.57
0.332
0.53
2.01
0.581
-0.249
210
1.08
0.886
0.53
2.01
0:581
0.306
215
0.56
0.334
0.53
2.01
0.594
-0.260
215
1.06
0.892
0.53
2.01
0.594
0.298
220
0.55
0.336
0.53
2.00
0.607
-0.271
220
1.04
0.897
0.53
2.00
0.607
0.290
225
0.54
0.338
0.53
2.00
0.620
-0.282
225
1.02
0.902
0.53
2.00
0.620
0.282
230
0.53
0.340
0.53
2.00
0.633
-0.293
230
1.00
0.906
0.53
2.00
0.633
0.274
235
0.52
0.341
0.53
2.00
0.646
-0.305
235
0.99
0.911
0.53
2.00
0.646
0.265
240
0:51
0.343
0.53
1.99
0.659
-0.31.6
240
0.97
0.916
0.53
1.99
0.659
0.257
245
0.50
0.345
0.53
1.99
0.672
-0.327
245
0.96
0.920
0.53
1.99
0.672
0.248
250
0.50
0.347
0.53
1.99
0.685
-0.338
250
0.94
0.925
0.53
1.99
0.685
0.240
255
0.49
0.348
0.53
1.99
0.698
-0.350
255
0.93
0.929
0.53
1.99
0.698
0.231
260
0.91
0.934
0.53
1.99
0.711
0.223
260
0.48
0.350
0.53
1.99
0.711
-0.361
265
0.47
0.351
0.52
1.98
0.724
-0.373
265
0.90
0.938
0.52
1.98
0.724
0.214
270
0.47
0.353
0.52
1.98
0.737
-0.384
270
0.89
0.942
0.52
1.98
0.737
0.205
275
0.46
0.355
0:52
1.98
0.750
-0.396
275
.0.88
0.946
0.52
1.98
0.750
0.196
280
0.86
0.950
0.52
1.98
0.763
0.187
280
0.46
0.356
0.52
1.98
0.763
-0.407
285
0.45
0.358
0.52
1.98
0.776
-0.419
285
0.85
0.954
0.52
1.98
0.776
0.178
290
0.84
0.958
0.52
1.98
0.789
0.169
290
0.44
0.359
0.52
1.98
0.789
-0.430
295
0.83
0.962
0.52
1.97
0.802
0.160
295
0.44
0.361
0.52
1.97
0.802
-0.442
300
0.82
0.966
0.52 I
1.97
0.815 I
0.151
300
0.43
0.362
0.52 I
1.97 I
0.815
-0.453
Mod. FAA Minor Storage Volume (cubic ft.) = 3,054
Mod. FAA Minor Storage Volume (acre -ft.) = 0.0701
Mod. FAA Major Storage Volume (cubic ft.) =
19,225
Mod. FAA Major Storage Volume (acre -ft.) = 0.4413
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015
15587 ud-detention v2.35.xls
11/4/2022, 11:02 AM
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: USR22-XXXX VOLTAGRID C NG FACILITY
Basin ID: P1
Inflow and Outflow Volumes vs. Rainfall Duration
1.2
1
0.8
0.6
0.4
0.2
0
•
•
••
•
•
•
•
•*•••••••
t>( . (≥Ot0II.) J 11
0
t_ r`
C.
50
100
150
200
250
•
•
••
••
•a
••
••
••
••
•••.
•
0
300
350
Minor Storm Inflow Volume —A- Minor Storm Outflow Volume
a Minor Storm Storage Volume -e- Major Storm Inflow Volume
f Major Storm Outflow Volume • Major Storm Storage Volume
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015
15587 ud-detention v2.35.xls
11/4/2022, 11:02 AM
Drainage Plans
Drainage Plans
MAWR 101.0100 1.1C
1.060033
ASHLEY MIDI
XISMICONS
i I
IX RCR10Im POND
JO' 'VEIN( (A VIA,
TRACI,YELL IDDI C
OP/�1/'ICIB RHVCCAD E 'MUST
(F2xnul.ncl 1+°r
-�—
5R sorr m5 RR P1n
OO0(1 Alm mQiW1CY L RgVAP ...
SPUMY tau D50 Km'°• ------------------------
rte»
EIS f60EQ8alltatEM
_5180_ — — 5°m NA1 moo* IC N0R5A1)
m - 81 01 1 Cm1O.0 (1' m0WA1)
PRmWir 84a0ARr
ROR-00-WAY
EASIIIEW
5801104 LAT
EDGE Y OU°4
01,00.001f NGE
DI. AMIDE
/////////// /////////// EDGE 08 BMOC
OE1TA POnD
91995 SX900
AMm1 mia A5 060.0
A COMM POW
b AW NAM MIL
-0 O MT MI
O 0 POOR POLE
F1 WORMER
frE IBM m88 RAWER
RAAHm
D 1¢Ul RA= an 00101
m 010012 WADI MO YC®I
An010000,000
A. 88
e 0� BA9N AREA)
COMM!
D. KM 000Ci01
=RCM ROAD BAY
WRAP
00110 SCV1
I. o�m
1 (04 01REI)5)R
1 \ DRAINAGE PUN
DRI Dap
and
le
a
amen* .V.AN
• ox
ar wro. w.w
. m I co, 5
DR1
B:\pa-1550] - Vdiagi;a noia County USR\da.d.ga\Urd.age nap.\l5581_0.daage uopae.9 11/30/2022 1:38:14 Rn, Lul.e Seter
e
g
gig
N
1 DES»2PDR1 RE➢MS BY DATE
LDS^
II rf
' II /u
I, It a 1,I :�.�
zne 2.u''tD "ei. '�vi, •c� tit• -.A-
i
,r
/
a
d
e.
iNttIi
VOLTAGRID LLC
USR22—XXXX
11EtD COUNTY ROAD 51
I3STOKC DRAMACP PENN
WELD COUNTY
caul n
LAO
LDSn
VBASELINE
...,......»� EoYi22. D9. iDmIiDo
mn ®'Eataarzm • mmmmm • v am
v • enema •
C CCVC. WALL IS BARS- e' OP)
a lr o.D ud Wnr
BASELINE
_.,e.,.,... Fnpim.mp •.PI®in6 • Sum�iiry
waif.cT anus,• m®4osava Om
PARR awn
Row GDNRW 1•:'':•-.' ' • .:•'.
i+°o-AIYDLIW
Port
.iiiGiiiiiiiiGGi :.
uoououu..
1•L.OOWOO.w.f
uwuuooun; '
RATE
10
Tr RCP
Ir
37
■r �:w.wwwwwwwwwww•_
OUTTLEiPE TOP W BENZ CITY.- IwSIJ
I 1
A
I
ii�
MALI RARACKIWw..
.O\O.�■"R
::
I 1 •.
lff
SPLLYY ESLY- 414167
r.
_•1.
R
le
' F
le,
B
@
SKEET WAIF WDI s' YAL
CLEAR BOREN BARS
x0'--i
k
a
B
P
tl!
I
9UILET OTIOIC1IIRE RAN
VEW
/1 REBATE O IB• O.C.
b IaGK CONCRETE CREST xA1 °HMALLY PLACiO
R
u WD V[xT
TOP W BENZ aFV.- 404117IN
HOD 100.rG1R WALK HI,
EMERGENCY [REST OF MERGENCr SPOOL.'
SRL.,
41141.3 SPILLWAY ESC/ - 4.107IF-PFK .1 OPT OK
TOP W N...g
1MS ]-1. NP THOME • IS'
ww
.
Y�4���Vi
• • OVEN.
DR LOCK
GSN 1 I Im A KW!.BOLT
�•.�y YEN LCIL. NP RAP LW iNEL TVCVAESS • 11• 1
C0 IBA AVER SIFmYtO
�•'
' V14 rei‘' STAKE D
314.
.
R °PANEL
1
G�[FO RAPX TOP Of 00.16 WOLA v STONES
T...6
TRAS1 RRL[ AII.ACKO 8Y PM..
FRONT OUTLET a-494.101.
R:AY Of SRA, Flf AT OR
IHCK COIIWETE WTYRE'F OVERFLOW WNI BUOY EV. W i--ID'—J '�
RP PAP AND iEROSIONEROSIONCG:R0.BLANKET
Wml. LAYER AND 4m AND LLIL°I AS S Yi'SIFD W CAL.
CREST WALL BOOING .7,4E0LTRED BY PLANS AND ffFOnG.5S !W W RE RAH$
1.W '!
= REOD KO 4912.WFRScW
F
TRCY ISO I WAY R F EASIER GRADE
REAR
LW
_
I
D
n OVERFLOW SPILLWAY DESIGN RIPPAP WADE
TO. Li.
Y 51Dm' NO. RD JOHNSON VIE WRIT.
S1tAVitt SCRIM
NOR AMMO [1101) ��1
I OUAIW
CONTROL OL .TE
I NARK OW.
DRJ DR3 NOT m .11Nx,FSS
ION-YR PION RESTRCTOft RArt
\ \AU
;rte}
VOLTAGRID LW
WELD COJNIY
USR22-XXXX
NWI/4 OF SWI/4 6 S:CIITN 20. TOWNSHIP 2 NORM, RANGE 64 WEST
DEIENDON FOND DET S
__
CRCWIR HOLES
I J (IV. f ])
I�II'�
•
GALVIAAVd 15RELDPLATEPT0
BE NM SIANES5
r.J' Y.N.
lig j ]
RY•l ��•
µ�l RIP RAP. SW
( [ NOTES) D RIP RAP MELT
.x'
6
J.]S (Mt)
.
I NV- 114131'
]�•
�' 1.FO Ivly)
TRW CUTLET a-SEA04—
Tr RCP
WELT PRE
FLY Rl•I14LIR
1S
i \
,,c---_,,,./—
7 \\�
/ \
I 1 ' `\ I
4RAd[D
SILO. VWu1RS HAROwARE 0.52T,22.47,—.1...
W�
I
S: v.»••• SLOPE VARIES (SEE BANS)
I.
•)\ `\
A1E5
. IICRCRIOL DCAR
L r
1 1
% / PREPARE COWACRD SW WAGE
\ �1r IS MC DEEM. PER PLACE
W[LL SCACAC FOAN[
AnAC`ERDIC CANNEEL
BY
■
���i�•
PRONE• [0 WS kFWRMC
µVEST LCELOC WFCF TEAR
o STRUM. LT
D. 1w13D'
1
1
USP[ti GNGIpN2GR
R[R BfU WLNnOL
1 CLLLOO a (3) • J/0• W NO[S O-
ML- 424515-/ ''
KIDS
100-YR RESTPICTOR PLATE I. SOL RRRAP DEWS ARE APRCAOC 10 SLOPED ANAS RVEA 10 THE SHE P. ACNh IOWA.. ANO MOM
wr.Iwlsr B'
A'A
L _ J
1, VIII MEM ALLY SDL DO A NPRASLBY IN SLVOLUME NM SEC O- APPROVED SOx. BY \LOWS PRIOR WENN TOO PLACEMENT
-CONEY IVRAOCND RK5 Al IRE DESIGN I .
COVPACI AND LEVEL 10 DAINAR ALL VOIDS AND ROC. PROACNAL ABOVE D.LI RIPRAP TOP WADE. t
A. CRIMP OR MUIIY YUGN OR USE APPROwD HYW WFIId AS CALLED FOR iN IRE BANS SRCCICAIIONS
SEU CHANNNEL lORIOEDrINTSTANDARD
CONCRETBORON
RESTRICTOR PLATE DETAIL M1 SOIL RP RAP
DR} DR} xoT m SOLE
MK
D SIDES W IARm. IRALIBY
WATE31 WAl11Y MN(R°6 RATE RJ DRJ um TO MU
RRC
DASSOLmmA®
WO PAR- IC I. PROVIDE Coxnnuo S NEOPRENE CASKET MATERIAL OMEN IM ORO.. PLATE IND CONCRETE.
1. BOLT IX MCI( PLATE 10 CONCRETE Ir W0. OP CENTER.
SO CCNCREIE• IC
cum LLYOV WAVE WM. FAOrt En moo ANA
1/1• THE% HOE UPPED GALVANIZED
RR PERFORATED wATER WARTY••
MR MLR [LASSOS.
YOU -114210
`
`•.
• •
`
T. AELL-SEEN RAW RAGS Si.LLI BE SAPLESS STEEL AND SHALL SE ATTACHED BY IMRWREAT
ADS ALO.C RE ME O ME DONiN1G FRAME.
WAR TRASH RACKS SHALL BE ALLMNI1 MD AALL 3 B.. USNG STAINLESS STEEL
NAROrARE.
ACK LARG/WOIOTA.
APIR.
EA F VARDE) h RAY
TOES S. TNM TO BE RASH RAG OPEN AREAS
I WIIIWI O J/0• WUAI[RACK HAW DWFRN 1
ROW CONTROL RATE
Cr DO—
f IANLLSS SRtI
SRPWI BARS
_ `.
`
;
(]) • •
O OfNASA
4. STRUCTURAL OMAN O TRASH RACKS WALL BE BASED W RILL HYDROSTATIC READ wM AND HAD
rU
OwNSIRLAN O IM RAGA.
BORON Ku DUO.. OS'
b'� mxJet/Am
F,
���p" Q
i' V• .`
FC a0�, '
G
].
•, `•
•
S
I nolo omo
SARLLIv�C SS SHALL a PWNRD (SING SIAVLLS SLR HARDWARE AND PROMOS] NTH
FRINGED AND LOCKABLE W WADI ACCESS PANELS
D
IY jEAD
N0. B] NAPLESS
—
•
61ANLLSS 90.8 It' uA1 TAOVG 1 fIY WAILS SHNJ ILL SIARIfSS SICEL aIMxN. W Sltfl SItLL WAILS SNaI ° H01 OV
t�1Y�GPAT[S 51A1L BC OCSICCffD 5J000AT.,
Hsi IIICRDIAGIAU170WCNSDN
0.[�LNIUW BORON BCC( aFl.-IwI.bR' J. Cr EACH WENNL Is
.. •I
AJIACNED
BYERECTION EJ-� 1. .NS,>l UflG4u0Eb5 ra pA1GRASN RACKS SHnLL 9: BASED W RILL NYOJpS1ATIC REV PITH ZERO II[AO
DEC AROUND RTJ9•-JL-OOA
SECTION �R - RAN VIEW SECTION CC
WJwnO
m
R'1
DETENTION POND OUTLET STRUCTURE V ■
ARROW who),belaw.
w whor.Call fbelow.re
IOMAT
q
DRJ DRJ ...API:.
.MI
you
DR3
Voltagrid LLC
Voltagrid USR (PRE22-0218)
Waste Management Plan
This plan has been prepared in accordance with a request from Weld County to outline the waste management
plan for handling waste produced at the site located in Lot B of Recorded Exemption RE -3024 within the NW 1/4
of the SW 1/4 of Section 20, Township 2 North, Range 64 West in Weld County Colorado. It lies east of Weld
County Road 51, halfway between Weld County Roads 18 and 20.
Waste anticipated to be generated at this site include used or broken vehicle and equipment maintenance
materials and general office waste. Possible site waste includes vehicle batteries and fluids, equipment
lubricants, cleaning supplies, and other general maintenance and office materials.
Onsite waste will be stored in compatible containers or containment devices designed or engineered for the
purposes for which they will be utilized. These containers will be inspected on a regular basis to ensure that no
undue wear, structural issues, sever rust, other defects, which may impact their effectiveness.
Waste materials will be transported offsite via truck to a licensed third -party solid waste disposal facility/landfill.
Frequency of these operations will vary by site based on waste volumes.
The commercial facility planned to be used for solid waste disposal includes:
Waste Management
Buffalo Ridge Landfill
11655 County Road 59
Keenesburg, CO
Intersection of County Road 59 & County Road 20
Weld County Treasurer
Statement of Taxes Due
Account Number R0947801 Parcel 130520000013
Assessed To VOLTAGRID LLC
917 MULBERRY LN
BELLAIRE, TX 77401-3211
Legal Description
PT SW4 20-2-64 LOT B REC EXEMPT RE -3024 (.54R)
Year Tax
Tax Charge
2022 $14.00
Total Tax Charge
Tnterest Fees
$0.00 $0.00
Sites Address
WELD
Payments Balance
Grand Total Due as of 02/10/2023
$0.00 $14.00
$14.00
Tax Billed at 2022 Rates for Tax Area 2450 - 2450
Authority
WELD COUNTY
SCHOOL DIST RE3J
CENTRAL COLORADO WATER (CCW
HUDSON FIRE
AIMS JUNIOR COLLEGE
HIGH PLAINS LIBRARY
Taxes Billed 2022
* Credit Levy
Mill Levy
15.0380000`
17.0240000
1.0680000
9.2360000
6.3070000
3.1810000
Amount Values
$4.07 AG -DRY FARM LAND
$4.59 Total
$0.29
$2.49
$1.70
$0.86
51.8 540000 $14.00
Actual
$1.004
$14.00
Assessed
$270
$1.004 $270
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.
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.
Signed
Current year's taxes are due but not delinquent.
Date:
1400 N. 17th Avenue, Greeley, CO 80631. PO Box 458, Greeley, CO 80632. (970) 400-3290 Page 1 of 1
Hello