HomeMy WebLinkAbout20191393.tiffAddress of site:
Legal Description:
Zone District:
USE BY SPECIAL REVIEW (USR) APPLICATION
DEPARTMENT OF PLANNING SERVICES * 1555 N. 17TH AVENUE * GREELEY, CO 80631
* 970-3400-6100 * FAX 970-304-6498
FOR PLANNING DEPARTMENT USE:
AMOUNT $
APPLICATION RECEIVED
BY
DATE RECEIVED:
CASE # ASSIGNED:
PLANNER ASSIGNED:
Parcel Number*: aaj/2___ - - - - w_b_
dco 1qq C� Sa herseci t 0 800,E
char w S E kiS tA-)L1
Section: Township: QS N
(*A 12 digit number on Tax 1.0.
information, obtainable at
).
toy eke CE I3
Range: Ce7 W
creage: 41 9 OFloodplain: Y N Geological Hazard: Y N Airport Overlay: Y N
FEE OWNER(S) OF THE PROPERTY:
Name: F,aickt t ` \O0.rrck.
Company: Tamil 4 Vcane IN Ciro hcc t
c 3
Phone #: q -7p--9 - (� ip y Email: rump �qrj %.4 91161415 t e (cmd
Street Address: to 1g q % `s- a
City/State/Zip Code: V\t.r )- C b % [?(p y 4
Name:
on \k CawNt►r
Company:
Phone #:
Street Address:
City/State/Zip Code:
Name:
Email:
Company:
Phone #:
Street Address:
City/State/Zip Code:
Email:
APPLICANT OR AUTHORIZED AGENT: (See below: Authorization must accompany all applications signed by Authorized Agents)
Name:
Company:
Phone #:
Street Address:
City/State/Zip Code:
Email:
PROPOSED USE: Comrye,- CAA 1 9O.‘Ackni,Ado Lk s V4x 6 6e1- 4mck-J
W)N p - v Ct- a \ M) a \ j\ )nvcta .
I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or
contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners of property
must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the
applicatio . corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal
autho the corporation.
Signature'''er or Authorized Agent
?NQ Face _Lba vl
Print Name Print Name
Dat Signature: Owner or Authorized Agent Date
Rev 4/2016
DEPARTMENT OF PLANNING AND BUILDING
DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT
1555 NORTH 17T" AVENUE
GREELEY, CO 80631
AUTHORIZATION FORM FOR BUILDING, PLANNING AND HEALTH DEPARTMENT
PERMITS AND SERVICES
I, (We), ?Ac,a I I1KA , give permission to ea, st �yt]
(Owner - please print) (Applicant/Agent - please print)
to apply for any Planning, Building or Health Department permits or services on our behalf, for the property located
at:
,au1eri et. 52, terzcc(, lam, a i;t-t�-f
Legal Description: LU≥.c{ < j J df{Section Z8 , Township N, Ranger-( W
Subdivision Name: Lot Block
Property Owners Information:
Phone: 97C6 531-C'? e q
E-mail: )-4)/e.)./ ( L C4 V IC) I S r!.. i&
Applicant/Agent Contact Information:
Phone: / 761 .7/C 9 g E -Mail:
Email correspondence to be sent to: Owner
art Thr\c) who am` I
• Lbw
1/lam; !syn:16 ice.. /- LC
Applicant/Agent Both
Postal service correspondence to be sent to: (choose only one) Owner Applicant/Agent
Additional Info:
Owner Signature: r i`
Date:
Owner Signature:.,! Date: S - ! 5 — /
DEPARTMENT OF PLANNING AND BUILDING
DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT
1555 NORTH 17T" AVENUE
GREELEY, CO 80631
AUTHORIZATION FORM FOR BUILDING, PLANNING AND HEALTH DEPARTMENT PERMITS
AND SERVICES
we) Rafael Ibarra
(Owner - please print)
give permission toSheri Lockman. Lockman Land Consulting, LLC
(Applicant/Agent - please print)
to apply for any Planning. Building or Health Department permits or services on our behalf, for the property
located at:
26199 County Road 52. Kersey, CO 80644
Legal Description SW4 of Section 28 Township 5 N, Range 64 14/
Subdivision Name.
Lot A RE -1413
Property Owners Information:
Phone: 970-5430969
ApplicanUAgent Contact Information:
Phone 970-381-O526
Lot Block
E-mail hydrobandits@gmail.com
E -Mail
sherilockman@what•wire.com
Email correspondence to be sent to Owner Applicant/Agent x Both
Postal service correspondence to be sent to: (choose only one) Owner Applicant/Agent x
Additional Info
Owner Sig v-uJ Date 4 Z T 7 7 c i `'(
Date,
Owner Signatures
QUESTIONNAIRE
1. Explain, in detail, the proposed use of the property.
The applicant owns and operates a trucking company, Front Rage Hydro -Bandits Services, LLC. He would like
to park up to 15 trucks of various sizes on the site and 30 employee vehicles. There are plans to construct a
building at the north end of the property for business and personal use. The building will include an office,
restroom and shop for basic maintenance of the trucks.
No sign is being requested. Additional down casting lights will be placed on the future building.
2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the
Comprehensive Plan.
Section 22-2-20.G.A.Goal 7. County land use regulations should protect the individual property owner's right to
request a land use change.
2.A.Policy 7.2. Conversion of agricultural land to non -urban residential, commercial and industrial uses
should be accommodated when the subject site is in an area that can support such development, and
should attempt to be compatible with the region.
3. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 23 (Zoning)
and the zone district in which it is located_
Section 23-3-40.S of the Weld County Code states that any use permitted as a Use by Right, an accessory use.
or a Use by Special Review in the commercial or industrial zone districts, provided that the property is not a Lot
in an approved or recorded subdivision plat or lots parts of a map or plan filed prior to adoption of any
regulations controlling subdivisions shall be allowed with the approval of a Use by Special Review Permit.
4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and
compatible with surrounding land uses.
The property is surrounded by small acreage residential lots. Neighbors have been contacted to discuss the
proposed use and concerns have been addressed.
5. What are the hours and days of operation?
5:00 a.m. to 8:00 p.m. Monday thru Friday. Except in the case of emergency which happen very seldom. An
emergency requiring after hour work has only happened once in the last year and a half.
6. List the number of full time and/or part time employees proposed to work at this site.
The applicant is asking to employ up to thirty full-time employees. The employees park at the site in the morning
get into their work trucks and don't return to the site until the end of the work day.
7. If shift work is proposed include the number of employees per shift.
Not applicable.
8. List the number of people who will use this site. Include contractors, truck drivers, customers,
volunteers, etc.
The site will be used by the residents within the existing home and up to thirty employees who drive the trucks.
There will also be occasional deliveries.
9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals.
Not applicable
10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel,
landscaping, dirt, grass, buildings)
The lot is roughly 3,000 sf buildings/concrete, 58,000 sf gravel, 58,000sf of dirt and 88,500 sf grass.
11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are
proposed?
Thirty-three employee parking spaces and fifteen truck/trailer parking spaces have been designated on the plat.
An ADA parking space will be included if required.
12. Explain the existing and proposed landscaping for the site.
No additional landscaping is proposed. The landscaping surrounding the home is typical grass.
13. Describe the type of fence proposed for the site (e.g. 6 foot chain link with earth tone slats)
No fencing is being proposed. if the Board of County Commissioner deem it necessary, a fence will be erected.
14. Describe the proposed screening for all parking and outdoor storage areas.
No screening is being proposed at this time.
15. Explain any proposed reclamation procedures when termination of the Use by Special Review
activity occurs.
The trucks would be removed from the property.
16. Who will provide fire protection to the site?
Platte Valley Fire Protection District.
17. List all proposed on -site and off -site improvements associated with the use (e.g. landscaping,
fencing, buildings, drainage, turn lanes, etc.) and a timeline of when you will have each one of the
improvements completed.
The applicants hope to construct a building at the north end of the property. If required a detention pond will be
constructed at the northeast corner of the property at that time. It has not been determined when the building
will be constructed.
Engineering questions:
1. Describe how many roundtrips/day are expected for each vehicle type: Passenger Cars/Pickups,
Tandem Trucks, Semi-TrucklTrailer/RV (Roundtrip = 1 trip in and 1 trip out of site)
At full buildout an average of 15 round trips per day is expected from the trucks. Business related passenger
vehicles would add approximately 30 round trips per day.
2. Describe the expected travel routes for site traffic.
Traffic will come from the north and south along County Road 53.
3. Describe the travel distribution along the routes.
20% of the truck traffic is to/from the east along County Road 52. 80% of the truck traffic is to/from the west
along County Road 52. 50% of the truck traffic to/from west will turn north and 50% will turn south along County
Road 53.
4. Describe the time of day that you expect the highest traffic volumes from above.
The highest traffic will be at approximately 6 a.m. and 5-6 p.m
5. Describe where the access to the site is planned.
The existing access onto County Road 52 will be utilized.
6. Drainage Design.
A. Which exception is being applied for and include supporting documentation.
The applicants are requesting an exception using F.1.a.14. which allows for a onetime exception for a new 2,000
sq. ft. building or equivalent imperviousness when the parcel is greater than 5 gross acres in size.
B. Where the water originates if it flows onto the property from an off -site source
Water is prevented from running onto the property on the north side by the County Road 52 right-of-way. Water
originating on the property to the west will flow northeast across the property.
C. Where it flows to as it leaves the property
Water from the property will flow to properties on the north and east sides.
D. The direction of flow across the property
Water flows to the northeast.
E. If there have been previous drainage problems with the property
None that are known of.
Environmental Health questions
1. What is the drinking water source on the property?
The existing single family residences is serviced by Central Weld County Water District. A Water bill is included
with this submittal. Bottled water will be made available for employees.
2. What type of sewage disposal system is on the property?
The existing home is serviced by a septic system. A copy of permit G19920185 is attached to this submittal.
A port -a -let will be provided for the employees until the proposed building is constructed.
3. If storage or warehousing is proposed, what type of items will be stored?
No outside storage is proposed.
4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur
on this site.
Not applicable.
5. If there will be fuel storage on site indicate the gallons and the secondary containment. State the
number of tanks and gallons per tank.
No fuel will be stored on site.
6. If there will be washing of vehicles or equipment on site indicate how the wash water will be
contained.
No vehicles or equipment are washed on -site.
7. If there will be floor drains indicate how the fluids will be contained.
This will be determined when the proposed building is constructed.
8. Indicate if there will be any air emissions. (e.g. painting, oil storage, etc.)
Not applicable.
9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.)
Not applicable.
10. Provide a nuisance management plan if applicable. (e.g. dairies, feedlots, etc.)
Not applicable.
Building questions:
1. List the type, size (square footage), and number of existing and proposed structures.
The site has the following structures:
Primary residence 2,072 sf
Future building Maximum of 15,000 sf
2. Explain how the existing structures will be used for this USR?
The applicant utilizes one room in the residence as an office at this time. This office is not for use by employees
or the public.
arm Wyo.' o N4 to
Front Range
Hydro -Bandits
Hello neighbors,
This is Front Range Hydro -
Bandits inviting you over to our home. We would love if you
would join us in a get-together so you can get more
information of who we are. Our goal is to provide information
and answer any questions you might have. The county has
asked us to get input from everyone around us for an
approval to be able to park our trucks in the property AKA
our "yard" from the city. This will take place at
26199 CR 52 Kersey, CO 80644
Saturday July, 14 2018
At 1Y:00 pm
We look forward to meeting you! Please feel free to give us a
call with any questions or concerns
Rafael Ibarra
(970) 534-0969
WELD COUNTY COLORADO LAND RECORDS
AFFIDAVIT OF INTERESTED LAND OWNERS
SURFACE ESTATE
5/25/2018
9:07:41 AM
THE UNDERSIGNED, States that to the best of his or her knowledge the attached list is a true and
accurate list of the names, addresses, and the corresponding Parcel Identification Number assigned
by the Weld County Assessor of the owners of the property (the surface estate) within 500 feet of
the property being considered. This list was compiled utilizing the records of the Weld County
Assessor available on the Weld County Internet Mapping site, http://www.co.weld.co.us, and has riot
been modified from the original. The list compiled for the records of the Weld County Assessor was
assembled within thirty days of the applications submission date.
Property Owners Within 500 ft of Parcel # 096328000040
Signature
Date
Account
Parcel
Owner
Mailing Address
R0556501
096328000010
GERBERS SARAH M
R0556501
096328000010
GERBERS RYAN J
PO BOX 676
KERSEY, CO 806440676
R4166086
096328000026
RIDINGS KELLIE A
R4166086
096328000026
RIDINGS WILLIAM SHANE
25072 COUNTY ROAD 53
KERSEY, CO 806448811
R4166186
096328000030
GONZALES LEONARD
555 N 71ST AVE
GREELEY, CO 806348827
R4166286
096328000031
CRUZ JUAN IGNACIO
25172 COUNTY ROAD 53
KERSEY, CO 806448802
R4166486
096328000033
PENA MARIA A
R4166486
096328000033
PENA JOSE RAMON
26245 COUNTY ROAD 52
KERSEY, CO 80644.8805
R0162992
096328000039
SCHOTT MARY E
Parcels: 10
Owner Records: 17
Page 1 of 3
WELD COUNTY COLORADO LAND RECORDS
AFFIDAVIT OF INTERESTED LAND OWNERS
SURFACE ESTATE
THE UNDERSIGNED, States that to the best of his or her knowledge the attached list is a true and
accurate list of the names, addresses, and the corresponding Parcel Identification Number assigned
by the Weld County Assessor of the owners of the property (the surface estate) within 500 feet of
the property being considered. This list was compiled utilizing the records of the Weld County
Assessor available on the Weld County Internet Mapping site, http://www.co.weld.co.us, and has not
been modified from the original. The list compiled for the records of the Weld County Assessor was
assembled within thirty days of the applications submission date.
Property Owners Within 500 ft of Parcel # 096328000040
5/25/2018
9:07:42 AM
Signature
Date
Account
Parcel
Owner
Mailing Address
R0162992
096328000039
SCHOTT ALBERT L
25052 COUNTY ROAD 53
KERSEY, CO 806448811
R0163092
096328000040
IBARRA RAFAEL
PO BOX 274
GILCREST, CO 806230274
R0043991
096333000018
HOFFMAN ALICE L
R0043991
096333000018
HOFFMAN JEROLD J
12293 ANTELOPE TRL
PARKER, CO 801388291
R8945441
096333200001
NAIBAUER SHARI
R8945441
096333200001
NAIBAUER DUANE R
PO BOX 736
KERSEY, CO 806440736
R8945442
096333200002
SEKICH DANA L
R8945442
096333200002
SEKICH RICHARD D
24972 COUNTY ROAD 53
KERSEY, CO 806448804
Parcels: 10
Owner Records: 17
Page 2 of 3
Front Range Hydro- Bandits
26199 C R 52
Kersey, CO 80622
(970) 534-0969
HydroBandits@gmail.com
Good Afternoon Neighbors,
This is a letter to confirm there is a verbal agreement that there is no need for
screening of the trucks and employees vehicles is necessary
Please sign below if you would NOT like a fence to be put up, Please let us know of any
questions
you might have or concerns,
Address: Name Signature
2
3
4.
Thank you!!
Rafael Ibarra
FRONT RANGE HYDROSANDITS
RAFAEL [BARRA
26199 CR 52
KERSEY, CO 80644
PHONE: 970-534-0969
EMAIL HYDROBANDITS@GMAILCOM
Front Range
Hydro -Bandits
Name
Address
Comments/ C°ncems) Phone
Number
Thank
you
f o
r joining
us!
Please
let
us
know
if
you
have
any questions or concerns.
Front Range Hydro -Bandits
*26199 CR 52 Kersey, CO 80644
*Phone: (970)534-0969 * E-mail: HvdroBandiis(c�gmail.com
Letter of minutes meeting
On July 14 Front Range Hydro Bandits arranged a meeting to all surrounding neighbors. There
was a letter that was sent out inviting them to the event. Neighbor Duane Naibauer arrived with a few
questions. "Where will you be parking your truck?" Rafael Ibarra (owner) Answer by explaining and
showing. Also he explained that they were not going to be entering any later than 8 pm. So there was
no need to be worried about noise. Neighbor Richard Sekich arrived to the meeting and also has a few
questions. He asked if there was going to be a fence put up. He asked for the reason that he did not
want then fence up. He said that one of the reasons why he moved out to the open was to not see any
fences. Also the places where the trucks that are going to be parked were shown to them. The parking
spaces for the employees also.
Rafael Ibarra made it very clear if they had any questions for concerns to feel free and talk to
him about it. He also went to the homes of the neighbors that couldn't assist the meeting to address
any questions for concerns that they had. Everyone seems that they don't mind it, also made comments
that they didn't even know that he had Hydro Vacs in the back yard.
DRAINAGE REPORT
For
0=BAhfiD[ITS, LLC
26199 WCR 52
KERSEY. COLORADO
Prepared for:
Rafael I barra
26199CR52
Kersey, Colorado 80644
Contact: Rafael !barra
(970) 534-0969
January 2019
Drexel, Barrel! & Co.
Engineers / Surveyors
710 1 1 `1' Avenue. Suite L-45
Greeley, Colorado 8063 I
(970) 351-0645
Prepared By:
Cameron Knapp, P.E.
January 2, 2019
Elayley Balzano
Weld County Planning Department
1555 N. 17th Avenue
Greeley, CO 80631
RE: Drainage Report
26199 CR 53, Kersey, Colorado.
Dear Ms. Balzano:
We are pleased to submit, for your review and approval, this Drainage Report
for Front Range I lydo-Bandits LLC as part of a USR Application.
The investigation and design within this report have been performed according
to the criteria established by the Weld County Storm Drainage Criteria as an
addendum to the Urban Storm Drainage Manual.
We sincerely appreciate your time and consideration in the review of this
project. If you should have any questions, please feel free to contact this
office.
Respectfull
zfet-ter
Cameron W. Knapp, P.E.
Drexel, Barrell & Co.
"I hereby certify that this report for the drainage design for Front Range
I lydro-Bandits, LW located at 26199 CR 52, was prepared by me (or under
my direct supervision) in accordance with the provisions of Weld County
Storm Drainage Criteria for the owners thereof."
'ameron W. Knapp, P.E.
Registered Professional Engineer
State of Colorado No. 38898
Drainage Report
26199 CR 52 USR
•• v .3.
1 •
' 38898 -
—
__I" o
tre: .111: :I :1 :II tit
January 2019
Drexel, Barrel) & Co
TABLE OF CONTENTS
JILl 1DLVG' PAGE
COVER SHEET
COVER LETTER i i
TABLE OF CONTENTS i i i
I. GENERAL LOCATION & DESCRIPTION 1
A. Location
B. Description of Property 1
C. General Project Description
II. DRAINAGE BASINS & SUB -BASINS 2
A. Major Basin Description 2
B. Sub -Basin Description
III. DRAINAGE DESIGN CRITERIA 2
A. Development Criteria Reference and Constraints
B. Hydrological Criteria
B. Hydraulic Criteria
IV. DRAINAGE FACILITY DESIGN 3
A. General Concept
B. Specific Details 4
V. CONCLUSIONS 6
A. Compliance with Weld County Code 6
B. Drainage Concept 6
VI. REFERENCES 6
APPENDICES
A. Vicinity Map
B. Soils Information from USDA NRCS "Soils Web Survey"
C. Hydrologic Computations
D. Proposed Stormwater Pond Calculations
E. Charts, Tables and Graphs
BACK POCKET:
24"x36" Proposed Drainage Plan
Drainage Report
26199 CR 52 USR Drexel. Barrell & Co
iii January 2019
I. GENERAL LOCATION & DESCRIPTION
A. Location
1. The project site is located in the North 1/2 of the Southwest 1/4 of the
Southwest 1/4 of Section 28, Township 5 North, Range 64 West, of the 6th
Principal Meridian, Weld County, Colorado.
2. The property address is 26199 CR 52 Kersey, Colorado 80644.
3. There are no major irrigation channels, lakes or streams that are located on the
site. The Latham Ditch is the nearest water features located approximately '/2
mile to the north.
4. The property is outlined on the south by WCR 52. To the north, east and west,
are 5 to 40 acre farmsteads with irrigated or dryland pastures.
B. Description of Property
1. The total area of the property is 5.02 acres.
2. The northern half of the property is currently dryland pasture. An existing
home and sheds are located in the southwest corner. Gas well facilities are
situated at the southeast corner of the property.
3. The "Soil Survey of Weld County Area, Colorado, Southern Part" prepared by
the U.S. Department of Agriculture, Soil Conservation Service, indicates that
the surface soils on the site consists of Vona Loamy Sand (3-5% slope).
a. Vona Loamy Sand soil type is described as well drained soil, with a
high capacity to transmit water. The soil is classified in the `A'
hydrologic group.
C. General Project Description
1. The property is proposed to be used to support the owner's current business,
Front Range Hydro -Bandits, LLC. This business provides water hauling for
gas and oil operations in the Weld County area.
a. Semi -trucks will be parked on the site and a proposed
shop/maintenance building will be constructed at the northwest corner
of the property. The existing entrance off of CR 52 will remain to
access the site. The existing house and sheds will also remain, which
the owner will continue to reside at. An all-weather gravel base course
will be placed in areas of truck, employee and customer parking. A
stormwater detention and water quality pond will be constructed at the
northeast corner of the property.
Drainage Report 1 January 2019
26199 CR 52 USR Drexel, Barrel) & Co
II. DRAINAGE BASINS & SUB -BASINS
A. Major Basin Description
1. This agricultural area south of Kersey generally drains to the northeast. There
are some low points in the topography, offsite to the northeast, that appear to
collect runoff. The Latham Ditch is about 1/2 mile to the northeast and
functions a runoff collector.
2. No known master drainage plan or previous drainage report exists for this area.
3. According to the FEMA Flood Insurance Rate Map (FIRM) Community Panel
No. 08123C 1775E, the site is not located in a designated 100 -year floodplain
or floodway.
B. Sub -Basin Description
1. The site slopes from southwest to northeast at approximately 2%-3% slope.
The low point is the northeast corner. There are no defined drainage structures
or ditches on the site. Runoff generated by the property during large storm
events travels overland across the site as sheet flow until passing onto the
property to the north.
2. The undeveloped peak runoff rates and runoff coefficients associated with the
existing undeveloped conditions are presented in Table 1. The entire 5.02
acres of property was assumed to be undeveloped, having an imperviousness of
2.0%.
3. There are no significant sources of offsite runoff onto the property. WCR 52
acts as a barrier from offsite runoff from the south. The adjacent properties on
the west and east generally drain in a south to north direction and don't
generally drain onto the site.
TABLE 1: EXISTING CONDITIONS RUNOFF RATES
Basin
Area
(acres)
5-yearIlir Runoff
Coefficientsilk
10 -year
Runoff
Coefficients
10 -year
Peak Runoff
(cfs)
100 -Year
Runoff
Coefficients
100 -year
Peak Runoff
(cfs)
[;X- I
5.02
0.01
0.01
0.10
0.1 3
2.56
1 l I. DRAINAGE DESIGN CRITERIA
Development Criteria Reference and Constraints
1. All aspects of the site drainage design and storm sizing will conform to the
Weld County Storm Drainage Criteria and referenced volumes of the Urban
Storm Drainage Criteria Manual.
Drainage Report
26199 CR 52 USR
2 January 2019
Drexel. Barrell & Co
B. Hydrological Criteria
1. The design storm frequencies for un-urbanized land use are the 10 -year and
100 -year storm events per Weld Storm Drainage Criteria.
2. The Rational Method was utilized to calculated peak runoff rates.
a. Runoff coefficients and Imperviousness values are taken from Tables
6-3 and 6-5 of the Urban Storm Drainage Criteria Manual, Volume 1
based on the 'A' Hydrologic Soils Group.
3. Rainfall intensities for the 1 -hour point rainfall were taken from the PF table
for Kersey Colorado, downloaded from NOAA Atlas 14, Volume 8, Version 2
Precipitation Frequency Data Server.
C'. Hydraulic Criteria
I. According to Weld County Storm Drainage Criteria, detention of the
developed 100 -year runoff will be required with discharge restricted to the 10 -
year historic runoff rate. A proposed pond will be constructed at the northeast
corner of the property to provide the necessary detention volume. The pond
will have a two compartment outlet structure constructed at the low point.
2. The onsite stormwater detention pond will also act as an Extended Dry
Detention Basin with a Water Quality Capture Volume (WQCV). The
WQCV and outlet design is based on spreadsheets and formulas per the latest
edition of Volume III of the Urban Storm Drainage Criteria Manual. The
WQCV was calculated using the UDFCD equation and 20% was added to the
volume for sediment deposition.
3. The required Water Quality Capture Volume is included in the 100 -year
detention volume.
4. A 15" diameter outlet pipe will extend from the outlet structure to a flared end
section at the northeast corner of the property.
IV. DRAINAGE FACILITY DESIGN
A. General Concept
1. No regrading of the site is anticipated except as required for building
construction and for the construction of the storm water detention pond. The
entire site will sheet flow to the detention pond at the northeast corner. An
outlet structure will provide the required discharge restriction and outlet
toward the historic drainage path. Runoff will be released at the northeast
corner of the site and continue northeasterly onto the neighboring property as
it does in the historical condition.
2. The proposed site improvements will not result in any offsite runoff from
entering the site. The existing drainage patterns of the surrounding properties
will be unaffected.
Drainage Report 3 January 2019
26199 CR 52 USR Drexel. Barrel) & Co
Table 6-3. Recommended percentage imperviousness values
Land Use or
Surface Characteristics
Percentage imperviousness
(%)
Business:
Downtown Areas
95
Suburban Areas
75
Residential lots (lot area only):
Single-family
2.5 acres or larger
1,
0.75 — 2.5 acres
20
0.25 — 0.75 acres
30
0.25 acres or less
45
Apartments
75
Industrial:
Light areas
80
Heavy areas
90
Parks, cemeteries
10
Playgrounds
25
Schools
55
Railroad yard areas
50
Undeveloped Areas:
Historic flow analysis
Greenbelts, agricultural
2
Off -site flow analysis (when land use not
defined)
45
Streets:
Paved
100
Gravel (packed)
40
Drive and walks
90
Roofs
90
Lawns, sandy soil
2
Lawns, clayey soil
2
6-8 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 1
March 2017
B. Specific Details
1. No regrading of the site is anticipated except as required for building
construction and for the construction of the storm water detention pond.
2. The entire 5.02 acres of the site is defined as a single drainage basin identified
on the Proposed Drainage Plan as Basin `PR -1'. The peak runoff rates and
runoff coefficients associated with Basin `PR -1' are presented in Table 2.
Runoff coefficients values are calculated per the Weld County Storm
Drainage Criteria using the current Urban Storm Drainage Criteria Manual
Tables 6-3 and 6-5, based on the 'A' Hydrologic Soils Group.
TABLE 2: DEVELOPED CONDITIONS RUNOFF RATES
Basin
Area
(acres)
5 -year Runoff
Coefficient
10 -year _
Peak Runoff
(cfs
100 -Year
Runoff
Coefficient
100 -year
Peak Runoff
(cfs)
10 -year
Runoff
Coefficient
PR -I
5.02
0.15
0.15
1.68
0.27
5.78
3. The site will drain to the proposed water quality/detention pond at the
northeast corner of the site. Note that all elevations listed are based on Digital
Terrain Elevation Data, actual field surveyed elevations may vary.
a. The detention pond will be located in the open space outside of the gravel
parking area/drives at the west side of the site. A proposed outlet structure
will be constructed at the northeast corner of the pond with invert at
Elevation 4671.50.
b. The pond bottom will slope at 2% towards the outlet structure and have 4:1
side slopes. After final grading operations, the pond will be seeded with a
native grass mixture to establish long-term vegetation over the pond.
c. The Water Quality Capture Volume for the pond was calculated to be 2,591
cubic feet and is achieved at the Water Surface Elevation of 4673.00. A
water quality control plate fixed to the front of the outlet structure will have
1 column & 5 rows consisting of 1/2" diameter holes to regulate the 40 -
hour drain time. A well screen NN ill be installed over the water quality plate
which will filter sediment from runoff before passing into the second
compartment of the outlet structure.
d. During a larger storm event, the water surface elevation in the pond will
rise beyond the WQCV elevation of 4673.00 and overtop the water quality
control plate, spilling into the second compartment of the outlet structure.
An orifice plate with a 1-3/8 inch diameter orifice will be affixed to the
Drainage Report 4 January 2019
26199 CR 52 USR Drexel. Barrell & Co
outlet wall covering the outlet pipe to limit outflow to the 10 -year historic
allowable release rate of (0.10 cfs).
e. The required 100 -year detention volume of 21,437 cubic feet is achieved at
the 100 -year WSL of 4674.50.
f. A 15" diameter outlet pipe extending from the outlet structure through the
pond berm will discharge to the surface at the northeast property boundary.
The pipe will have a flared end section and a 6'x6' riprap pad consisting of
Type 'VL' riprap.
During larger storm events, or plugging of the outlet structure or pipe, the
water surface elevation in the pond may rise beyond the 100 -year water
surface elevation of 4674.50. In this case, an emergency overflow spillway
will be constructed and set to begin spill over at Elevation 4674.50. The
spillway will pass thru the pond berm and spill over at the northeast corner
of the pond. A 1.5 -foot wide spillway will allow the release of the full 100 -
year peak runoff from the developed property (5.78 cfs) as the water
surface elevation reaches 6 -inches above the spillway level. Another 6 -
inches of height is provided in the pond to provide 1 foot of total freeboard
up to Elevation 4675.50.
4. Routine and extended maintenance of the detention/water quality facility will
be needed to preserve the designed function. Maintenance shall be the
responsibility of the property owner.
a. Mowing of the grass bottom will occur periodically in the spring, summer.
and fall months as necessary. The native grass is intended to be higher
than manicured sod, so the height will be left to the discretion of the
owner.
g.
b. Quarterly inspection and removal of sediment. debris, and other material is
suggested for the trash screen in the first compartment of the outlet
structure.
c. Periodic inspections (quarterly as a minimum) should be conducted and
also after every large storm event. Inspections should include, but not
limited to, the inspection of the pond perimeter (sides and bottom),
presence of trash and debris, sediment accumulation, erosion at the rip rap
overflow spillway, invasive vegetation, standing water, outlet structure
damage/clogging/seepage, rodent presence, acts of vandalism, condition of
the flared end outlet section and riprap pad, and functioning of the outlet
pipe.
d. General long term maintenance and repairs as necessary will ensure that
the pond will function as intended over the life of the facility and ensure
safe and controlled release of stormwater to the historic downstream path.
5. Less than 1 acre of area will be disturbed with the proposed site
improvements; therefore, a Colorado Department of Public Health and
Environment (CDPHE) Stormwater Discharge Permit will not be required.
Drainage Report 5 January 2019
26199 CR 52 USR Drexel Barrell & Co
Additionally, a Weld County Grading Permit is not required if less than 1 acre
is disturbed. Nevertheless, temporary erosion and sediment control measures
will be implemented during construction to prevent sediment from being
carried off the site and being deposited onto neighboring properties, roads, or
drainage facilities.
V. CONCLUSIONS
A. Compliance with Weld County Code
1. The proposed drainage improvements designed for this site will be effective
for controlling up to the 100 -year storm while also providing a Water Quality
component for more frequently, smaller storms.
2. The release of stormwater at the 10 -year historic rate will not jeopardize the
health, safety or welfare of public or private property.
3. All design criteria meets Weld County Code requirements Section 23-12-30.
B. Drainage Concept
1. The developed site will drain in the historic fashion — from southwest to
northeast. At the northeast corner of the property, an Extended Detention
Basin will be constructed. Runoff from the site will be directed as overland
sheet flow into the pond. A proposed outlet structure will be constructed to
regulate and control the release of runoff from the pond. Runoff will be
released at the northeast corner of the property following the historic path to
the northeast across the neighboring property. The historic drainage path will
not be in the way of any existing homes or structures.
VI. REFERENCES
1. Weld County Storm Drainage Criteria.
2. Urban Storm Drainage Criteria Manual 2017, Volumes I, II. & III
Drainage Report 6 January 2019
26199 CR 52 USR Drexel. Barrell & Co
ST HWY 34
KERSEY
54 1 /4 co
r
-57
SITE-
WCR 52
NOT TO SCALE
VICINITY MAP
Drexel, Barrell & Co.
Engineers • Surveyors
DATE:
12/12/2018
JOB NO:
21271-0O
DWC. NO.
VM
SHEET 1 01
APPENDIX B
NRCS SOILS INFORMATION
40° 21' 54" N
40° 21' 46" N
P
3
104° 33' 44" W
104° 33' 44" W
537170
537190
Hydrologic Soil Group —Weld County, Colorado, Southern Part
(26199 CR52)
537210
I
53l
Soil Map may not be valid at this scale..
53725
1
I I I I I
537170 537190 537210 537'230 537250
A
Map Scale: 1:1,140 if printed on A portrait (8.5" x 11") sheet.
537270
53727'0
0
15 30
60
Meters
90
Feet
0 50 100 200 300
Map projection: Web Mercator Corner coordinates: WGS84 Edge bcs: UFM Zone 13N WGS84
537290
537310
537310
537330
I
537330
A
r�
F_
V
40° 21' 54" N
40° 21' 46" N
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
12/19/2018
Page 1 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part
(26199 CR52)
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
I ..., A
ND
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
,,.tir A
assr ND
.-v
a► D
-
B
Not rated or not available
Soil Rating Points
A
ND
• 8
B/D
•
•
•
O
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
4-+-f Rails
^/ Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
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 17. Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 17, 2015 —Oct 2,
2017
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.
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/19/2018
Page 2 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Pad
26199 CR52
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres In AOI
Percent of AOI
70
73
Valent sand, 3 to 9
percent slopes
Vona loamy sand, 3 to 5 A
percent slopes
Totals for Area of Interest
Description
A
0.0
4.9
5.0
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (ND. B/D, 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 C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
0.9%
99.1%
100.0%
USDA Natural Resources Web Soil Survey
a Conservation Service National Cooperative Soil Survey
12/19/2018
Page 3 of 4
Hydrologic Soil Group —Weld County, Colorado, Southern Part 26199 CR52
Component Percent Cutoff- None Specified
Tie -break Rule: Higher
sk Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
12/19/2018
Page 4 of 4
DREXEL, BARRELL & Co.
CIVIL ENGINEERS/LAND SURVEYORS
_=_
iProject.
_tv'_
26199 CR 52 Job # 21271-0GRCV
Engineers/Surveyors Client HYDRO -BANDITS LLC Designed by CWK Date 12-21-2018
COMPOSITE RUNOFF COEFFICIENTS
EXISTING CONDITIONS:
Basin
Area
Urban Drainage. Volume 1 2016 Table 6-5 Type A NRCS Soil Group
Weighted
C2
Weighted
C5
Weighted
C10
Weighted
C100
Weighted
Imperv.
(sq. ft.)
Description
Percent Imp. "I"
C2
C5
C 1 0
C100
Streets (Asphalt Pavement)
100%
0.84
0.86
0.87
0.90
0.00
0.00
0.00
0.00
0.0%
Drives & Walks
90%
0.73
0.75
0.77
0.81
0.00
0.00
0.00
0.00
0.0%
'EX -1'
Roofs
90%
0.73
0.75
0.77
0.81
0.00
0.00
0.00
0.00
0.0%
Packed Gravel
40%
0.25
0_27
0.28
0.42
0.00
0.00
0.00
0.00
0.0%
218,717
Undeveloped
2%
0.01
0.01
0.01
0.13
0.01
0.01
0.01
0.13
2.0%
acres
5.02
218.717
«Total Area Total Weighted Runoff Coefficients C2. C5. C1o.C100 & I>>
0.01
0.01
0.01
0.13
2.0%.
DREXEL, BARRELL & CO.
CIVIL ENGINEERS/LAND SURVEYORS
TABLE 4-2
TIME OF CONCENTRATION
RATIONAL METHOD
PROJECT: 26199 CR 52
CALC. BY: CWK DATE: 12-21-2
SUB
-BASIN
DATA
TIME
INITIAL / OVERLAND
(Ti) = 0.395(1.1-05)(L"2)/(S°33)
TRAVEL TIME
(Tt) = (L)/(V•60) where V = C S,,,`'5
FINAL
Tc
URBAN BASINS
FINAL
REMARKS
Tc Check
Tc
(M(n )
CONTRIBUTING
BASINS
DESIGN
PT.
COEFF.
C5
AREA
(Ac)
LENGTH
(Ft)
A ELEV.
(ft)
SLOPE
(ft/ft)
Ti
(Min.)
LENGTH
(A)
A ELEV.
(ft)
SLOPE
(Wft)
Conveyance
Coefficient (CO
VELOCITY
(Fps)
Tt
(Min.)
(Min.)
LENGTH
(ft)
Tc=(U180)+10
EXISTING BASINS
1
0.01
5.02
500
13
0.026
32.5
250
20
0.080
10
2.83
1.5
34.0
34.0
'EX -1'
Client: HYDRO -BANDITS, LLC
DREXEL BARRELL & CO.
CIVIL ENGINEERS/LAND SURVEYORS
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
PROJECT
JOB #
DATE:
CALC. BY
CHECKED BY:
DESIGN STORM
26199 CR52
21271-00GRCV
12/21/2018
CWK
CWK
HISTORIC
DIRECT RUNOFF
TOTAL RUNOFF
STREET
DESIGN STORM
DESIGN
POINT
z
QU-IQ
AREA (ac )
RUNOFF
COEFF
v
(_
cr
z
_
u
U
a
U%
i r
Q
l_
(A
STREET
FLOW CFS
REMARKS
10 -YEAR
1
' EX -1'
5 02
0 01
34 0 i
0.050
2.07
0.10
Existing
Conditions
100 -YEAR
1
'EX -1'
5 02
0 13
34 0
0 653
3 92
2.56
Existing
Conditions
P2= 0.869 P5= 1.14
** I=((28.5*Px)/((10+tc)^0.786))
P10 1.42 P100= 2.69
NOAA Atlas 14. Volume 8, Version 2
Kersey, Colorado One -Hour Point Rainfall
and USDCM Equation RA -5
DREXEL,
CIVIL ENGINEERS/LAND
HARRELL & CO.
,--,-
SURVEYORS
T_
_
- -`
Project 26199 CR 52 Job # 21271-0GRCV
�
Engineers/Surveyors Client HYDRO -BANDITS, LLC Designed by CWK Date 12-21-2018
COMPOSITE RUNOFF COEFFICIENTS
PROPOSED
CONDITIONS:
Basin
Area
(sq. ft.)
Urban Drainage. Volume 1, 2016 Table 6-5 Type D NRCS Soil Group
Weighted
Weighted
C5
Weighted
C10
Weighted
C100
Weighted
Imperv.
Description
Percent Imp. "I"
C2
Cs
C10
C100
O2
'PR -1'
3,921
Landscape
2%
0.01
0.01
0.01
0.13
0.00
0.00
0.00
0.00
0.0%
671
Drives & Walks
90%
0.73
0.75
0.77
0.81
0.00
0.00
0.00
0.00
0.3%
10.836
Roofs
90%
0.73
0.75
0.77
0.81
0.04
0.04
0.04
0.04
4.5%
80,875
Packed Gravel
40%
0.25
0.27
0.28
0.42
0.09
0.10
0.10
0.16
14.8%
122,414
Undeveloped (Lawn/Bare Ground)
2%
0.01
0.01
0.01
0.13
0.01
0.01
0.01
0.07
1.1%
acres
5.02
218,717
«Total Area Total Weighted Runoff Coefficients C2, Cs. C10.C100 & I>>
0.14
0.15
0.27
20.7%
0.15
MIMS n
- v
SL AIMS. WOO
•
Sr IIIII• "NI
DREXEL, BARRELL & CO.
CIVIL ENGINEERS/LAND SURVEYORS
TABLE 4-2
TIME OF CONCENTRATION
RATIONAL METHOD
PROJECT: 26199 CR 52
CALC. BY: CWK DATE: 12-21-2018
SUB -BASIN
DATA
INITIAL / OVERLAND
TIME (Ti) = 0.395(1.1-05)(L"2)/(S033)
TRAVEL TIME
(Tt) _ (L)/(V*60) where V = C,.SW°S
FINAL
Tc
FINAL
REMARKS
Tc
(Min.)
CONTRIBUTING
BASINS
DESIGN
PT.
COEFF.
C5
AREA
(Ac)
LENGTH
(Ft)
A ELEV.
(ft)
SLOPE
(ft/ft)
Ti
(Min.)
LENGTH
(Ft)
A ELEV.
(ft)
SLOPE
(ft/ft)
Conveyance
Coefficient (C)
VELOCITY
(Fps)
Tt
(Min.)
(Min.)
DEVELOPED BASINS
1
0.15
5.02
500
13
0.026
28.5
250
8
0.032
15
2.68
1.6
30.0
30.0
'PR -1'
DREXEL BARRELL & CO.
CIVIL ENGINEERS/LAND SURVEYORS
Client: HYDRO -BANDITS, LLC
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE;
PROJECT
JOB #
DATE:
CALC. BY:
CHECKED BY:
DESIGN STORM
26199 C R 52
21271-00GRCV
12/21/2018
CWK
CWK
DEVELOPED
_.
DIRECT RUNOFF
TOTAL RUNOFF
STREET
DESIGN STORM
DESIGN
POINT
z
O
Li.'
a
c
Q
AREA (ac.)
RUNOFF
COEFF.
E
U
a
x
Z
—
0
`
E
�
_,
L
g
U
z
-
-
J '
SLOPE Rio
STREET
FLOW CFS
REMARKS
10 -YEAR
1
'PR -1'
5.02
0.15
30.0
0.752
2.23
1.68
Developed
Conditions
100 -YEAR
1
'PR -1'
5.02
0.27
30.0
1 371
4.22
5.78
Developed
Conditions
P2= 0.869 P5= 1.14
** 1=((28.5*Px)/((10+tc)^0.786))
1 42 P,,,;,= 2 69
NOAA Atlas 14, Volume 8, Version 2
Kersey, Colorado One -Hour Point Rainfall
and USDCM Equation RA -5
APPENDIX D
PROPOSED
STORM WATER
POND CALCULATIONS
DREXEL, BARRELL & CO.
CIVIL ENGINEERS / LAND SURVEYORS
Project: 26199 CR 52
Job # 21271-00
Engineers/Surveyors Client: HYDRO -BANDITS, LLC
Date: 3/23/2018
WATER QUALITY CAPTURE VOLUME:
REQUIRED WATER QUALITY CAPTURE VOLUME FOR POND:
1. Basin Storage Volume
A) Tributary Area's Imperviousness Ratio (i = la / 100 )
B) Contributing Watershed Area (Area)
C) Water Quality Capture Volume (WQCV)
(WQCV =a * (0.91 *I3 - 1.19 * I2 + 0.78 * I))
Where a = 1.0 based on 40 -hr. drain time
D) Design Volume: Vol = (WQCV / 12) * Area * 1.2
la= 20.7 %
i = 0.206810627
Area = 5.02 acres
WQCV = 0.1185 watershed inches
Vol = 0.059 acre-feet
Vol = 2,591 cubic -feet
2. Outlet Works
A) Outlet Type (Check One)
B) Depth at Outlet Above Lowest Perforation (H)
C) Recommended Maximum Outlet Area per Row, (Ao)
A = 1.8 (WQCV/b)1/c) Based on 40 -hr drain time
D) Perforation Dimensions:
i) Circular Perforation Diameter or
E) Number of Columns (nc, See Table 6a-1 For Max.)
F) Actual Design Outlet Area per Row (Ao)
G) Number of Rows (nr)
H) Total Outlet Area (A0,)
X Orifice Plate
H = 1.5 feet
A0 = 0.210 square inches
b = 0.500
c= 0.987
D = 0.5 inches (1/2")
ne = 1 number
AO = 0.20 square inches
nr = 5 number
Aot = 0.98 square inches
eTh
aNI
DREXEL, BARRELL & CO.
CIVIL ENGINEERS/LAND SURVEYORS
Project: 26199 CR 52 Job # 21271-0GRCV
Engineers/Surveyors Client: HYDRO -BANDITS. LLC Date: 12-21-2018
REQUIRED 100-yr. STORAGE VOLUME
RATIONAL FORMULA METHOD
Variables:
A=
C=
QouT =
100-yr.1-hour
5.02
0.27
0.10
2.69
acres
(Composite)
ft3/s
inch
10 -year EX
STORM
DURATION
(min)
RAINFALL
INTENSITY
'in/hr)
RUNOFF
VOLUME
(ft3)
OUTFLOW
VOLUME
(ft3)
STORAGE
VOLUME
(ft)
STORAGE
VOLUME
acre -ft;
0
12.55
0
0
0
0 000
60
2.72
13.416
360
13,056
0.300
120
1.67
16.495
720
15,775
0.362
180
1.24
18,361
1.080
17,281
0.397
240
1.00
19.731
1.440
18,291
0.420
300
0.84
20.827
1,800
19,027
0.437
360
0.73
21.748
2,160
19,588
0.450
420
0.65
22 546
2.520
20,026
0.460
480
0.59
23.252
2,880
20,372
0.468
540
0.54
23.888
3,240
20,648
0.474
600
0 50
24,468
3.600
20,868
0.479
660
0_46
25.002
3.960
21,042
0.483
720
0.43
25,497
4.320
21,177
0.486
780
0 40
25.959
4.680
21,279
0.488
840
0.38
26,392
5,040
21,352
0.490
900
0.36
26.801
5.400
21,401
0.491
960
0.34
27.189
5,760
21,429
0.492
1020
0.33
27.557
6,120
21,437
0.492
1080
0.31
27,908
6.480
21,428
0.492
REQUIRED VOL.
REQUIRED 100-YR VOLUME: 21,437 CF
DREXEL, BARRELL & CO.
CIVIL ENGINEERS / LAND SURVEYORS
Project: 26199 CR 52
Engineers/Surveyors Client: HYDRO -BANDITS, LLC
PROPOSED STORAGE VOLUME PROVIDED:
Job # 21271-00 GRCV
Designed by CWK Date 12/21/2018
CONTOUR
ELEVATION***
(ft)
SURFACE
AREA (A)
(ft)
SURFACE
AREA (B)
(ft)
DEPTH BETWEEN
CONTOURS
(ft)
INCREMENTAL
VOLUME
(ft3)
CUMULATIVE
VOLUME
(ft3)
CUMULATIVE
VOLUME
(ac -ft)
4671.50
0
0
0
0
0
0 000
4671.75
168
0
0 25
14
14
0.000
4672 00
664
168
0.25
97
111
0.003
4672.25
1.483
664
0.25
262
373
0.009
4672.50
2,624
1,483
0.25
507
879
0.020
4672 75
4,087
2.624
0.25
832
1,712
0.039
4673.00
5.873
4.087
0.25
1.238
2,950
0 068
4673.25
7,981
5.873
0 25
1.725
4,675
0 107
4673.50
10,412
7.981
0.25
2.292
6,967
0.160
4673.75
13,163
10,412
0.25
2,940
9.907
0.227
4674.00
15.492
13.163
0.25
3,578
13,485
0.310
4674.25
17.689
15.492
0.25
4,145
17,630
0.405
4674.50
19.875
17,689
0 25
4.693
22,323
0.512
4674 75
22.074
19.875
0.25
5.241
27,564
0 633
4675 00
24,281
22,074
0.25
5.792
33,356
0.766
4675.25
26,544
24.281
0 25
6,351
39.707
0.912
4675.50
28,832
26,544
0.25
6,920
46,627
1.070
* WQCV required volume is 2,591 cf and 2.950 is provided at Elevation 4673.00, O.K.
** 100 -year required volume is 21,437 cf and 22,323 is provided at Elevation 4674.50, O.K.
INCREMENTAL VOLUME CALCULATED FROM EQN (1/3)*d*(A + B + (A*B)"`')
POND INVERT
WQCV ELV.*
100-yr WSL**
FREEBOARD
=ris DREXEL, BARRELL & CO.
CIVIL ENGINEERS / LAND SURVEYORS
Project: 26199 CR 52
Project No: 21271-00GRCV
Engineers/Surveyors Client: HYDRO -BANDITS, LLC Designed by: CWK Date: 12/21/2018
SIZING OF 100-YR. FLOW CONTROL ORIFICE FOR POND:
Allowable release rate
Qloh st=
0.10 cfs
- Orifice opening in plate covering the outlet pipe will provide 10-yr historic release rate from outlet
structure as water surface elevation reaches the 100-yr. WSL
Pond outlet invert elevation = 4671.50
100-yr WSL elevation = 4674.50
difference = 3.00 ft
Orifice Flow Equation: Q=CdA(2gh)112
where:
Q = 0.10 cfs Max. release rate
Cd = 0.65 Orifice Coefficient
100-yr depth 3.00 ft from pond design
2.89 ft (calculated adjust "h" to match)
h = 2.95 ft (Distance from 100-yr WSL to center of orifice opening)
g = 32.2 ft/sec2 gravity
A = 0.01 ft2 Area in sq. ft.
A = 1.61 in2 Area in sq. in.
Opening = 1.27 in. square or
Round = 1.43 in. 1 3/8 in. diameter
fas
r Nom.
DREXEL, BARRELL & CO.
CIVIL ENGINEERS / LAND SURVEYORS
Project: 26199 CR 52 Project No: 21271-00GRCV
Engineers/Surveyors Client: HYDRO -BANDITS, LLC
Designed by: CWK Date: 12/21/2018
SIZING OF EMERGENCY OVERFLOW SPILLWAY FOR DETENTION POND:
- O100 Peak Runoff Rate = 5.78 cfs
Bottom Width of Weir
Side Slope Weir
Elev. for Weir Crest
Coef. for Rectangular Weir
Coef. for Trapezoidal Weir
L= 1.5 ft.
S= 4 Horizontal to Vertical
Ew= 4674 50 elevation
Cw= 3.1
Ct= 3.1
Water
Surface
Elevation
feet
Depth
of
Water
inches
Trapazoidal
Weir
Flowrate
cfs
4674.50
0.0
0.00
4674.55
0.6
0.07
4674.60
1.2
0.23
4674.65
1.8
0.49
4674.70
2.4
0.86
4674.75
3.0
136
4674.80
3.6
1.99
4674.85
4 2
2.76
4674.90
4.8
3.69
4674.95
5.4
4.77
4675.00
6.0
6.03
4675.05
6.6
7.46
4675.10
7.2
9.08
4675.15
7 8
10.88
4675.20
8.4
12.89
4675.25
9.0
15.10
4675.30
9.6
17.52
4675.35
10.2
20.16
4675.40
10.8
23.03
4675.45
11 4
26.12
4675.50
12.0
29.45
- Begin Overflow
- 6" depth limit*
- Limit of Freeboard
* Weld County Storm Drainage Criteria Sec. 23-12-90 indicates
that the emergency spillway must be capable of conyeying the
peak 100 -year storm at an overflow depth less than 6 inches.
NOTE: Output of Overflow Cacapity based on Trapezoidal Shaped
Spillway Calculated from USDCM Spreadsheet
APPENDIX H
CHARTS, TABLES
AND GRAPHS
r,E 53600UmE
JOINS PANEL 1565
J
537UlC.:ft E
538000mE 539OJCi
MAP SCALE 1" = 2000'
l000 o 2000 4000
l -- I ►---t r 4 f FEET
RACTCOCy
r
Tr2I4
Lrae
Tr
cat -D)
PANEL 1775E
FIRM
FLOOD INSURANCE RATE MAP
WELL) COUNTY,
COLORADO
AND INCORPORATED AREAS
PANEL 1775 OF 2250
(SEE MAP INDEX FOR FIRM PANEL LAYOUT)
CONTAINS
COMMUNITY NUMBER PANEL SUFFIX
WELD COUNTY 060288 1775 C
Notice to User l he Map Number shown below
should be used when placing map orders, the
Community Number shown above should be
used on insurance applications for the subject
community
MAP NUMBER
08123C1775E
EFFECTIVE DATE
JANUARY 20, 2016
Federal Fmergenes %Ianagement Agent.) ,
This is an official copy of a portion of the above "eferenced flood map It
was extracted using F -MIT On -Line This map does not reflect changes
or amendments which may have been made subsequent to the date on the
title block For the latest product information about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at wvvw.mse fema.gov
Precipitation Frequency Data Server https:, hdsc.nws.noaa.gov/hdsc/pfds/pfds__printpage.html?Iat=40.3653&...
NOAA Atlas 14, Volume 8, Version 2
Location name: Kersey, Colorado, USA*
Latitude: 40.3653°, Longitude: -104.5625°
Elevation: 4679.93 ft**
source ESRI Maps
** source USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Santa Pence. Deborah Martin Sandra Pavlovic Ishant Roy Michael St Laurent, Carl Trypaluk, Dale
Unruh, Mchael Yekta Geoffery Bonnin
NOM National Weather Service. Silver Spring. Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
Duration
1
2
5
10
25
50
100
200
500
1000
5 -min
0.245
(0.199-0 303)
0.296
(0.241-0.367)
0.393
(0.318-0.488)
0.485
(0.391-0.606)
0.631
(0.495-0 841)
0.758
(0.575-1.02)
0.897
(0.652-1.24)
1.05
(0.727-1 49)
1.27
(0.841-1 86)
1.46
(0.927-2 14)
10 -min
0.358
(0.292-0 444)
0.433
(0.353-0.537)
0.575
(0.466-0 715)
0.710
(0.572-0.888)
0.924
(0 726-1 23)
1.11
(0.842-1.49)
1.31
(0.955-1 81)
1.54
(1.06-2.19)
1.87
(1.23-2 73)
2.13
(1.36-3 14)
15 -min
0.437
(0.356-0.541)
0.528
(0.430-0.655)
0.701
(0.568-0872)
0.866
(0.697-1.08)
1.13
(0.885-1 50)
1.35
(1.03-1.82)
1.60
(1 17-221)
1.88
(1 30-2.67)
2.28
(1.50-3.33)
2.60
(1.66-3.83)
30 -min
0.587
(0.478-0 727)
0.709
(0.577-0 878)
0.940
(0 762-1 17)
1.16
(0 936-1.45)
1.51
(1.19-2 02)
1.82
(1 38-2.45)
2.16
(1.57-2.98)
2.53
(1.75-3.60)
3.07
(2 03-4.49)
3.52
(2.24-5 17)
60 -min
0.730
(0.595-0.904)
0.869
(0.707-1.08)
1.14
(0.927-1.42)
1.42
(114-1.77)
1.86
(1.47-2 50)
2.25
(172-3.05)
2.69
(1.96-373)
3.19
(2.21-4.54)
3.91
(2.59-5.73)
4.51
(2.87-6.63)
2 -hr
1 (0 717-10.873
307)
(0.84 33.26) I
1.35
(1 10-1 66)
7
(1 36 2.07)
2.21
(1. 6-2.95) I
(2.07-3.61)
3
(2.84.45) I
3.84
(2. 9-5.44)
4.75
(3. -6.91) I
5.51
(3.54-8.01)
3 -hr
0.956
(0 789-1.17)
1.11
(0.918-1.36)
1.45
(1 19-1 78)
1.79
(1 46-2.21)
2.38
(1.91-3 17)
2.91
(2.25-3.89)
3.51
(2.60-4.82)
4.19
(2.96-5.91)
5.21
(3 50-7 54)
6.07
(3 92-8.77)
6 -hr
1.10
(0.910-1 33)
1.29
(1 07-1 56)
1.68
(1 39-2.04)
2.07
(1 70-2.53)
2.71
(2.19-3 56)
3.29
(2.56-4.34)
3.93
(2.93-5.32)
4.65
(3.31-6.48)
5.72
(3.88-8 18)
6.61
(4 31-947)
12 -hr
1.27
(1 07-1 53)
1.52
(1.27-1.82)
1.97
(1 64-2.37)
2.40
(1 99-2.91)
3.07
(2 48-3 95)
3.65
(2.85-4.74)
4.28
(3.21-5 70)
4.98
(3.56-6.82)
5.99
(4.09-8 44)
6.82
(4 49-9 66)
24 -hr
1.51
(1 28-1 80)
1.78
(1 50-2.12)
2.26
(1.90-2.70)
2.71
(2.26-3.26)
3.41
(2.77-4 32)
4.00
(3 15-5.13)
4.64
(3.51-6 11)
5.34
(3 85-7.24)
6.35
(4.38-8 85)
7.17
(4 78-10 1)
2 -day
1.74
(1 48-2.06)
2.05
(1 74-2.42)
2.60
(2 20-3.07)
3.08
(2.59-3.67)
3.81
(3.10-4.75)
4.41
(3.49-5.57)
5.05
(3.84-6.54)
5.73
(4.16-7.65)
6.69
(4.65-9.20)
7.47
(5.02-10.4)
3 -day
1.91
(1 63-2.24)
2.22
(1 89-2.61)
2.77
(2 35-3.26)
3.26
(2 75-3.85)
3.99
(3.27-4 94)
4.59
(3.66-5.77)
5.24
(4.01-6.75)
5.93
(4 33-7.87)
6.90
(4.83-9.43)
7.68
(5 20-10.6)
4 -day
2.04
(175-2.38)
2.35
(2.02-2.75)
2.91
(2.48-3.41)
3.41
(2.89-4 01)
4.14
(3.41-5 11)
4.75
(3 80-5.94)
5.40
(4.15-6.92)
6.09
(446-8.04)
7.06
(4.96-9.59)
7.84
(5.33-10.8)
7 -day
2.31
(2 00-2.68)
2.69
(2.32-3.12)
3.32
(2.85-3.87)
3.86
(3.29-4.52)
4.63
(3.82-5 63)
5.25
(4.21-6.47)
5.88
(4.54-7 45)
6.55
(4.83-8.53)
7.45
(5.26-10.0)
8.16
(5 59-11.1)
10 -day
2.55
(2 21-2.95)
2.97
(2.57-3.44)
3.67
(3.16-4.25)
4.25
(3.64-4.95)
5.06
(4 17-6 09)
5.68
(4 57-6.95)
6.31
(4.89-7 92)
6.95
(5.15-8.99)
7.81
(5.54-10.4)
8.46
(5.84-11.5)
20 -day
3.27
(2 86-3.74)
3.77
(3.29-4.32)
4.58
(3.98-5.26)
5.23
(4.52-6.04)
6.12
(5.08-7 27)
6.79
(5.50-8.19)
7.45
(5.82-9 22)
8.10
(6.04-10.3)
8.94
(6.40-11.8)
9.57
(6.67-12.8)
30 -day
3.85
(3 38-4 38)
4.42
(3.87-5.03)
5.32
(4 64-6.07)
6.04
(5 25-6 94)
7.01
(5 85-8 26)
7.74
(6 30-9.27)
8.44
(6.62-10.4)
9.13
(6.85-11.6)
10.0
(7.20-13.1)
10.6
(7.46-14.2)
45 -day
4.56
(4 02-5 16)
5.22
(4 60-5.92)
6.27
(5.51-7 13)
7.11
(6 21-8.12)
8.21
(6 87-9 60)
9.02
(7 38-10 7)
9.79
(7 72-11.9)
10.5
(7.94-13 2)
11.5
(8.29-14.8)
12.1
(8 55-16.1)
60 -day
5.13
(4 54-5.79)
5.90
(5.22-6.66)
7.11
(6.26-8.05)
8.06
(7.06-9.16)
9.29
(7.80-10.8)
10.2
(8.35-12.0)
11.0
(8.72-13.4)
11.8
(8.93-14.8)
12.8
(9 28-16.4)
13.4
(9 53-17 7)
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
I of 4 3/23/2018, 11:50 AM
Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfdsprintpage.htm I?Iat= 40.3653&...
Precipitation depth (in)
14
12
10
8
6
4
2
F. 10
t
44
Q.
ar 8
v
c
ru6 a) V
0 4
PDS-based depth -duration -frequency (DDF) curves
Latitude: 40.3653°, Longitude: -104.5625°
c c_
6 LA
NOAA Atlas 14, Volume 8, Version 2
I-
L
.c L
tb N
rul
Duration
I-
,
N
>1
�0 (0 f0
-O V -o
N fit t}
M0 R0 (0 r0
v vv
I I II
Average recurrence interval (years)
Created (GMT): Fri Mar 23 17:49:59 2018
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
1
2
5
10
25
50
100
200
500
1000
Duration
5-mrn — 2 -day
10 -mm — 3 -day
15 -mm — 4 -day
30 -mm — 7 -day
60 -mm — 10 -day
2 -hr — 20 -day
3 -hr — 30 -day
6 -hr — 45 -day
12 -hr — 60 -day
24 -hr
2 of4 3/23/2018, 11:50 AM
Precipitation Frequency Data Server https:/ hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.3653&...
V
3
Wet Count Rd 56
2mi
-'-I
Large scale terrain
Large scale map
• For tCallins
•
LDnq Peak
4,345 m .
Boulder
rjeeley
•
INS MEI
• Langt
Denver U r
100km
w
4 RI
lon
rest' _
Chyinne,r —�
Fort Colla s
a ngtnoti
9Bou oer
100km
60mi
Large scale aerial
,,1 i 3/23/2018, 11:50 AM
Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfdsj,rintpage.html?lat=40.3653&...
•
ouldet
'M' r
Denver
•
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
4 of 4
3/23/2018, 11:50 AM
Table 5-1 Weld County Design Storm Rainfall Comparison
1 -Hour Storm
Frequency
Longmont 1
Depth (in)
Greeley2
Depth (in)
New Raymer3
Depth (in)
I-25 &Tri-Town4
Depth (in)
2 -year (50% chance)
1.02
1.04
0.86
0.98
5 -year (20% chance)
1.46
1.49
1.35
1.39
10 -year (10% chance)
1.75
1.76
1.54
1.68
25 -year (4% chance)
2.07
1.80
2.04
SO -year (2% chance)
2.42
2.51
2.16
2.37
100 -year (1% chance)
2.72
2.78
2.55
2.68
2 -Hour Storm
Frequency
Longmont 1
Depth (in)
Greeley2
Depth (in)
New Raymer3
Depth (in)
I-25 &Tri-Town4
Depth (in)
2 -year (50% chance)
1.20
1.16
1.05
1.16
5 -year (20% chance)
1.66
1.60
1.55
1.60
10 -year (10% chance)
2.00
1.91
1.77
1.91
25 -year (4% chance)
2.37
2.10
2.32
50 -year (2% chance)
2.74
2.65
2.45
2.67
100 -year (1% chance)
3.08
2.99
2.82
3.03
6 -Hour Storm
Frequency
Longmont 1
Depth (in)
Greeley2
Depth (in)
New Raymer3
Depth (in)
I-25 &Tri-Town4
Depth (in)
2 -year (50% chance)
1.56
1.38
1.44
1.50
5 -year (20% chance)
2.05
1.80
1.95
2.00
10 -year (10% chance)
2.47
2.22
2.25
2.35
25 -year (4% chance)
2.95
2.58
2.75
2.87
50 -year (2% chance)
3.35
2.94
3.05
3.25
100 -year (1% chance)
3.77
3.42
3.42
3.70
1. From UDFCD Manual
2. From City of Greeley Manual
3. From NOAA Atlas (nomograph projection)
4. From I-25 and Tri-Town Study, Volume 2, Chapter 2, page 20
5.4.3 Larger Basin Rainfall Methods
As noted above, the Rational Method should not be used to determine runoff for basins larger than 160
acres. In areas located in the southwest portion of Weld County and where areas are larger than 160
acres that have drainage characteristics similar to an urban area, the Colorado Urban Hydrograph
Procedure (CUHP) is an acceptable model for determining runoff amounts. The CUHP model can be used
for basins from 0 to 3,000 acres. The parameter adjustments provided in the runoff chapter of the
UDFCD Manual (Volume 1) should be used when dealing with basins that are larger than 160 acres.
The CUHP model is not applicable in non -urban areas, including those areas in Weld County that are
outside of the Denver metropolitan area. The U.S. Army Corps of Engineers (USACE) HEC-HMS model is
more applicable for mixed suburban -agricultural areas. The HEC-HMS model can be used on watersheds
and drainage basins larger than 160 acres provided the modeling follows the parameters in the HEC-
HMS User's Manual, the HEC-HMS Technical Reference Manual, and the HEC-HMS Application's Guide.
WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA Page 138
Table 6-4. Runoff coefficient equations based on NRCS soil group and storm return period
NRCS
Soil
Group
Storm Return Period
2 -Year
5 -Year
10 -Year
25 -Year
50 -Year
100 -Year
500 -Year
A
CA=
0.84i' "2
C\=
0.86i' 2"'
C,=
0.87i'232
C‘=
0.84i' '''
CA=
0.851+0.025
C‘=
0.781+0.110
CA=
0.651+0.254
B
CB=
0.8411 169
c13=
0.861' .088
CB=
0.811+0.057
CB=
0.631+0.249
CB=
0.561+0.328
CB=
0.471+0.426
CB=
0.371+0.536
CID
CCD=
0.83i' 122
CUD=
0.821+0.035
C( I) =
0.74/+0.132
C( I)
0.56/+0.319
Cc I) -
0.491+0.393
CUD =
0.411+0.484
CUD =
0.321+0.588
Where:
i = % imperviousness (expressed as a decimal)
CA= Runoff coefficient for Natural Resources Conservation Service (NRCS) HSG A soils
CB= Runoff coefficient for NRCS HSG B soils
Cc') = Runoff coefficient for NRCS HSG C and D soils.
The values for various catchment imperviousness and storm return periods are presented graphically in
Figures 6-1 through 6-3, and are tabulated in Table 6-5. These coefficients were developed for the
Denver region to work in conjunction with the time of concentration recommendations in Section 2.4.
Use of these coefficients and this procedure outside of the semi -arid climate found in the Denver region
may not be valid. The UD-Rational Excel workbook performs all the needed calculations to find the
runoff coefficient given the soil type and imperviousness and the reader may want to take advantage of
this macro -enabled Excel workbook that is available for download from the UDFCD's website
www.udfcd.org.
See Examples 7.1 and 7.2 that illustrate the Rational Method.
March 2017
Urban Drainage and Flood Control District 6-9
Urban Storm Drainage Criteria Manual Volume 1
Table 6-5. Runoff coefficients, c
Total or Effective
% Impervious
NRCS Hydrologic Soil Group A
2 -Year
5 -Year
10 -Year
25 -Year
50 -Year
100 -Year
500 -Year
2°/o
0.01
0.01
0.01
0.01
0.04
0.13
0.27
5%
0.02
0.02
0.02
0.03
0.07
0.15
0.29
10%
0.04
0.05
0.05
0.07
0.11
0.19
0.32
15%
0.07
0.08
0.08
0.1
0.15
0.23
0.35
20%
0.1
0.11
0.12
0.14
0.2
0.27
0.38
25%
0.14
0.15
0.16
0.19
0.24
03
0.42
30%
0.18
0.19
0.2
0.23
0.28
0.34
0.45
35%
0.21
0.23
0.24
0.27
0.32
0.38
0.48
40%
0.25
0.27
0.28
0.32
0.37
0.42
0.51
45%
0.3
0.31
0.33
0.36
0.41
0.46
0.54
50%
0.34
0.36
0.37
0.41
0.45
0.5
0.58
55%
0.39
0.4
0.42
0.45
0.49
0.54
0.61
60%
0.43
0.45
0.47
0.5
0.54
0.58
0.64
65%
0.48
0.5
0.51
0.54
0.58
0.62
0.67
70%
0.53
0.55
0.56
0.59
0.62
0.65
0.71
75%
0.58
0.6
0.61
0.64
0.66
0.69
0.74
80%.
0.63
0.65
0.66
0.69
0.71
0.73
0.77
85%
0.68
0.7
0.71
0.74
0.75
0.77
0.8
90%
0.73
0.75
0.77
0.79
0.79
0.81
0.84
95%
0.79
0.81
0.82
0.83
0.84
0.85
0.87
100%
0.84
0.86
0.87
0.88
0.88
0.89
0.9
Total or Effective
Impervious
NRCS Hydrologic Soil Group B
2 -Year
5 -Year
10 -Year
25 -Year
50 -Year
100 -Year
500 -Year
2%
0.01
0.01
0.07
0.26
0.34
0.44
0.54
5%
0.03
0.03
0.1
0.28
0.36
0.45
0.55
10%
0.06
0.07
0.14
0.31
0.38
0.47
0.57
15%
0.09
0.11
0.18
0.34
0.41
0.5
0.59
20%
0.13
0.15
0.22
.0.38
0.44
0.52
0.61
25%
0.17
0.19
0.26
0.41
0.47
0.54
0.63
30%
0.2
0.23
0.3
0.44
0.49
0.57
0.65
35%
0.24
0.27
0.34
0.47
0.52
0.59
0.66
40%
0.29
0.32
0.38
0.5
0.55
0.61
0.68
45%
0.33
0.36
0.42
0.53
0.58
0.64
0.7
50%
0.37
0.4
0.46
0.56
0.61
0.66
0.72
55%
0.42
0.45
0.5
0.6
0.63
0.68
0.74
60%
0.46
0.49
0.54
0.63
0.66
0.71
0.76
65"0
0.5
0.54
0.58
0.66
0.69
0.73
0.77
70°,,
0.55
0.58
0.62
0.69
0.72
0.75
0.79
75"0
0.6
0.63
0.66
0.72
0.75
0.78
0.81
80%
0.64
0.67
0.7
0.75
0.77
0.8
0.83
85%
0.69
0.72
0.74
0.78
0.8
0.82
0.85
90%
0.74
0.76
0.78
0.81
0.83
0.84
0.87
95%
0.79
0.81
0.82
0.85
0.86
0.87
0.88
100%
0.84
0.86
0.86
0.88
0.89
0.89
0.9
6- I 0 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 1
March 2017
Outlet Structures
T-12
Table OS -1. Orifice Sizing
Hole Dia.
(in) i
Hole Dia.
(in)
Area per Row (in2)
n = 1
n = 2
1/4
0.250
0.05
5/16
0.313
0.08
-
3/8
0.375
0.11
a
-
7/16
0.438
0.15
-
1/2
0.500
0.2
9/16
0.563
0.25
5/8
0.625
0.31
11/16
0.688
037
3/4
0.750
0.44
13/16
0.813
0.52
-
7/8
0.875
0.6
15/16
0.938
0.69
-
1
1.000
0.79
1-1/16
1.063
0.89
1-1/8
1.125
0.99
1-3/16
1.188
1.1 I
-
1-1/4
1.250
1.23
-
1-5/16
1.313
1.35
1-3/8
1.375
1.48
-
1-7/ 16
1.438
1.62
3.24
1-1/2
1.500
1.77
3.54
1-9/16
1.563
1.92
3.84
1-5/8
1.625
2.07
1-I 1/16
1.688
2.24
-
I -3/4
1.750
2.41
-
1-13/16
1.813
2.58
-
1-7/8
1.875
2.76
1-15/16
1.938
2.95
-
2
2.000
3.14
-
n = Number of Columns of Orifices
Steel Thickness (Min.)
1/4" J
5/16"
1 If desired, interpolate to the nearest 32"
to better match the needed area.
Use one column of rectangular orifices
when the needed area exceeds 3.84 in2
Rectangular Height (in) = 2
Rectangular Width (in) = Required Area / 2 in
Rectangular Width (in)
Steel Thickness (in)
≤6
/4
≥1/4
≤8
≥5/16
≤10
≥3/8
>10
≥1/2
August 2013
Urban Drainage and Fl&3i Control District OS -3
Urban Storm Drainage Criteria Manual Volume 3
T-12
Outlet Structures
100 M
0
Q
Ct
as
QL
—31
10
0
Ct
a�
a
Q
0.
C
L
a
1-r
O
1--�
CCi
1
j�
i
t
NIA0t770.124D1
-
�
1
♦
I
Flood
Control
Quality
—
Grates
—Water
Grates
D>24"
♦
♦
�—
♦
♦
—t
At / Aot = 38.5e-o.o9sD
♦
0 4 8 12 16 20 ?4
28 32 36 40 44 48
Outlet Diameter or Minimum Dimension D (Inches)
J
Figure OS -1. Trash Rack Sizing
OS -4 Urban Drainage and Floc*Control District
Urban Storm Drainage Criteria Manual Volume 3
August 2013
Outlet Structures
T-12
Table OS -2a. Trash Rack Sizing for Small Circular Orifices (up to 1-1/4" diameter)"
Number
of
Columns
Diameter of
Circular
Orifice (in)
Width of Trash Rack Opening (Wopen;ng) as a Function
of Water Depth H Above Lowest Perforation
H=2.0'
H=3.0'
H=4.0'
H=5.0'
H=6.0'
1
S 1-1/4
12"22
12ii2
12112
12"
13"
For use with Johnson VEE WireTM Stainless Steel Screenl (or equivalent screen with 60% open
area). Assumes inundation of well screen into the permanent pool 2'4".
2 Represents the minimum recommended width of 12 inches, otherwise width is calculated based on
Figure OS -1.
This table provides the minimum opening in the concrete, not the minimum width of the well
screen. Ensure the well screen is wide enough to properly attach to the structure.
Table OS -2b. Trash Rack Specifications for Circular Orifice Plates
Max.
Width of
Opening
p g
(in)
Screen #93
VEE Wire
Slot Opening
p g
(in)
Support Rod
Type
yp
Support
Rod, On
Center,
Spacing
Total
Screen
Thickness
Carbon Steel
Frame Type
518
0.139
TE 0.074"x0.50"
1 "
0.655"
3/4" x 1.0 angle
≤24
0.139
TE 0.074"x0.75"
1"
1.03"
1.0" x 1'/2" angle
≤27
0.139
TE 0.074"x0.75"
1"
1.03"
1.0" x 1'/2" angle
≤30
0.139
TE 0.074"x1.0"
I"
1.155"
1 1/4"x 1/2"
angle
≤36
0.139
TE 0.074"x1.0"
1"
1.155"
1 1/4"x 1'A"
angle
≤42
I
0.139
TE 0.105"x1.0"
1"
I.155"
1 1/a"x 11/2"
angle
ohnson Screens, St. Paul, Minnesota, USA (1-800-833-
9473)
August 2013
Urban Drainage and Flat Control District OS -5
Urban Storm Drainage Criteria Manual Volume 3
Chapter 6 Runoff
2.4.1 Initial or Overland Flow Time
The initial or overland flow time, t,, may be calculated using Equation 6-3:
_ 0.395(1.1— C5 L,
t�— So.33
Where:
Equation 6-3
t, = overland (initial) flow time (minutes)
C5 = runoff coefficient for 5 -year frequency (from Table 6-4)
L,= length of overland flow (ft)
.S„ = average slope along the overland flow path (ft/ft).
Equation 6-3 is adequate for distances up to 300 feet in urban areas and 500 feet in rural areas. Note that
in a highly urbanized catchment, the overland flow length is typically shorter than 300 feet due to
effective man-made drainage systems that collect and convey runoff
2.4.2 Channelized Flow Time
The channelized flow time (travel time) is calculated using the hydraulic properties of the conveyance
element. The channelized flow time, t,, is estimated by dividing the length of conveyance by the velocity.
The following equation, Equation 6-4 (Guo 2013), can be used to determine the flow velocity in
conjunction with Table 6-2 for the conveyance factor.
Where:
t,
L, L,
60K So 60V,
= channelized flow time (travel time, min)
L, = waterway length (ft)
So = waterway slope (ft/fl)
V, = travel time velocity (ft/sec) = K -VS.
K= NRCS conveyance factor (see Table 6-2).
Table 6-2. NRCS Conveyance factors, K
Equation 6-4
Type of Land Surface
Conveyance Factor, K
Heavy meadow
2.5
Tillage/field
5
Short pasture and lawns
7
Nearly bare ground
10
Grassed waterway
15
Paved areas and shallow paved swales
20
August 2018
Urban Drainage and Flood Control District 6-5
Urban Storm Drainage Criteria Manual Volume 1
Runoff Chapter 6
The time of concentration, It, is the sum of the initial (overland) flow time, t,, and the channelized flow
time, t,, as per Equation 6-2.
2.4.3 First Design Point Time of Concentration in Urban Catchments
Equation 6-4 was solely determined by the waterway characteristics and using a set of empirical formulas.
A calibration study between the Rational Method and the Colorado Urban Hydrograph Procedure
(CUHP) suggests that the time of concentration shall be the lesser of the values calculated by Equation 6-
2 and Equation 6-5 (Guo and Urbonas 2013).
t=(26 -17i)+
Where:
L,
60(14i + 9) S,
Equation 6-5
= minimum time of concentration for first design point when less than t, from Equation 6-1.
L, = length of channelized flow path (ft)
i = imperviousness (expressed as a decimal)
S, = slope of the channelized flow path (ft/ft).
Equation 6-5 is the regional time of concentration that warrants the best agreement on peak flow
predictions between the Rational Method and CUHP when the imperviousness of the tributary area is
greater than 20 percent. It was developed using the UDFCD database that includes 295 sample urban
catchments under 2-, 5-, 10-, 50, and 100-yr storm events (MacKenzie 2010). It suggests that both initial
flow time and channelized flow velocity are directly related to the catchment's imperviousness (Guo and
MacKenzie 2013).
The first design point is defined as a node where surface runoff enters the storm drain system. For
example, all inlets are "first design points" because inlets are designed to accept flow into the storm drain.
Typically, but not always, Equation 6-5 will result in a lesser time of concentration at the first design
point and will govern in an urbanized watershed. For subsequent design points, add the travel time for
each relevant segment downstream.
2.4.4 Minimum Time of Concentration
Use a minimum t„ value of 5 minutes for urbanized areas and a minimum t„ value of 10 minutes for areas
that are not considered urban. Use minimum values even when calculations result in a lesser time of
concentration.
2.4.5 Common Errors in Calculating Time of Concentration
A common mistake in urbanized areas is to assume travel velocities that are too slow. Another common
error is to not check the runoff peak resulting from only part of the catchment. Sometimes a lower
portion of the catchment or a highly impervious area produces a larger peak than that computed for the
whole catchment. This error is most often encountered when the catchment is long or the upper portion
contains grassy open land and the lower portion is more developed.
6-6 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 1
August 2018
25172 CLYAMlr ROW 5J
.raw QPVI
PROPOSED
BUILDING
(7.500 S.F.)
25072 COCROY ROW SJ
flfl4W t KEIL/! ROCS
75052 cVtW1Y ROAD .53
*way SCnOUT
Noto o&W
30.00
331.2E NINT42.0rW
9fiYATl
NRATER
TENDON
R WATER
0 MJ POYO
PROPOSED EDGE
a ALA- W(AINER
CRAVE WRE ACE
5 02 0.15
PROPOSED C's*
TYPE 'A' RIP RAP Psi
PROPOSED TYPE 'M' BURIED
RIP RAP EMERGENCY
OVERFLOW SPILLWAY
INDICATES EXTENT
O WOCY WSL
DELL V.441300
INDICATES OMNI
OF 100-YR TM
RO1.EY .467159
26245 GINAVTY RAW 52
XJSE a AMRY4 Pow
PONCATES EXTENT
OF FREEBOARD
OCLEY-4675.50
ORIGINAL SCALE: 1•.40•
DETENTION POND SUMMARY
REQMREO w,q.c,id i-C.OIC leen).
?.}91.
RSA; v. wa
4471,04
NCO INV(R1
Belt 00
).44-YR scLI.HE (WA; ref°_
2!,07
40-YR. why,
4971:50
HIV.I.it QF _F$§-EfOP P .
1675:'§4
Q)R4-YR re96 !Misr (t)
Q!9_
_MA%. LRAM FM!. (OP'
5:74
..GENSY PIA.SYM.Y. FL€Y
37'.59
MAX SPILLWAY WSE
457500
RUNOFF SUMMARY TABLE
POIlG
CON �UnNG
(Oct..)
502
T NOtV
cMM)
158
it,
KU YR7
576
I
VICINITY MAP
SCALE. 1' - 1 MILE
ASSY La
S are
es MOMS Jr RIV/OR
Er ear SSW
t7 990! PEWS
M. SPOT (ILIIARON
M. MIpEINMIE COMA
M. MO COOS
Ys aAv
LIOMPIECI floe Nrarca4V
OOOaOI Poe MOILS 1?AYO. Nu,�
MSC WAIN MOON POMP
SAW LO
MN ARIA (AMPI)
,D h also! cOOTOON a
TOO YM. RUNOFF C0OTX:O/I
SEPOSED OOEMON ,ou-n a.
0:5)w6 WAIL
PROPOSED ORWtL
MIOPOMD COCCI
PMDPMED Altai
- - - - — GEAEI'RAt M21T$
331.27' S89'48'13 -E CALL. UTILITY NOTIFICATION
CENTER OF COLORADO
T:MS TWC CU, TOWS N,GIM rait STIONNYR. WAVED ON TPOT4. TIARA'
WW1 DATA ACTUAL tit VATIONS NAT VARY
:. PROPOSED aADMC a ME OETENTIOI POW AS DEPICIW ON INS PLAN II 70
OLIAON5tRATE ,NE POO's MUMMY AREA MC VOLUMES IRE DESCH (PRIOR
TO CYTAPAY G A aADPTO POUR TROY ,OLD COUNTY PIS.C SONS
OPARTWONT) MLL BE ADJUSTED ACCORDING TO ACTUAL FIELD SURVEY
WORMARON
CALL. 2 -BUSINESS DAYS IN ADVANCE
BEFORE YOU DIG, GRADE, OR EXCAVATE
FOR THE MARKING OF UNDERGROUND
MEMBER UTILITIES
PREPARED BY:
URI XI I. BARN)(I .%
I i,,Pu.V.n. SIOa...,.
PREPARED FOR.
FRONT RANGE
HYDRO -BANDITS, LLC
26199 CR 52
KERSEY, CO 80644
CONTACT: NAIAD. BARRA
(770)-5140969
ISSUE DATE
PROPOSED
DRAINAGE
PLAN
PROJECT NO 21771-ODORCV
SHEET: 1 OF 1
DRAINAGE REPORT REVIEW CHECKLIST
Project Name: USR18-0122 IBARRA
The purpose of this checklist is to provide the applicants Engineer a basic list of items that County Staff will review
in regards to a drainage report. The drainage design shall meet the requirements of the Weld County Code and
commonly accepted engineering practices and methodologies
A detention pond design (or other stormwater mitigation design) is appropriate for projects which have a potential to
adversely affect downstream neighbors and public rights -of -way from changes in stormwater runoff as a result of
the development project. The design engineers role is to ensure adjacent property owners are not adversely affected
by stormwater runoff created by development of the applicants property.
REPORT (0 = complete, ❑ = required)
®Stamped by PE. scanned electronic PDF acceptable
iCertification of Compliance
I _ (Variance request, if applicable
�xl Description/Scope of Work
x
X
Number of acres for the site
Methodologies used for drainage report & analysis
Design Parameters
Design storm
®Release rate
®URBANIZING or NON -URBANIZING
COverall post construction site imperviousness
'Soils types
❑Discuss how the offsite drainage is being routed
ZConclusion statement must also include the following:
Z1 Indicate that the historical flow patterns and run-off amounts will be maintained in such a manner that
it will reasonably preserve the natural character of the area and prevent property damage of the type
generally attributed to run-off rate and velocity increases, diversionsconcentration and/or unplanned
ponding of storm run-off for the 100 -year storm.
;How the project impacts are mitigated.
Construction Drawings
-Drawings stamped by PE, (scanned electronic PDF preferred)
Drainage facilities
COutlet details
ESpillway
Maintenance Plan
Frequency of onsite inspections
.2 Repairs. if needed
xiCleaning of sediment and debris from drainage facilities
AVegetation maintenance
''Include manufacturer maintenance specifications. if applicable
Comments:
In the report text. under section IA. please change the project site location from the "North 'A of the Southwest
'/4 "to the "South '/Z of the Southwest W.
2. Based on the contours shown on the drainage map and the USGS contours for the area, it appears that there
will be off -site flows from the adjacent properties to the west (Schott and Ridings) passing through the site. It is
reasonable to assume that off -site flows do not enter the site from west of WCR 53 and south of WCR 52
because of the roadside ditches. Please account for the runoff from the adjacent properties in the calculations.
4:11/2018
Department of Public WorksI Development Review
1111 H Street, Greeley. CO 80631 I Ph: 970-400-3750 I Fax: 970-304-6497
www.weldgov.com/departments/public_works/development_review/
DRAINAGE REPORT REVIEW CHECKLIST
Off -site flows can either be routed around the site or pass through the detention pond and over the emergency
spillway undetained.
We Edt Y.. Borm.nt se ;deems G.c.atawrg
• - :750
Dan
el 4E• . 4.
AAAa
•
• R
- tarn
171 ceµwalt
• fa Otmtdalfi
• wdd
- Planning
• U nBI_ .&d._...A4der
a❑ Rata
❑ vtaacu
r. 0 Pall
t ❑ MAXIM
x ❑ Ota_Y
• U MAIM
t 0 Ptet-USR
• 0 nr UGI
t U ne-edy.t...
• ❑ INK'S. SgmerrIklet
• 0 n>t.R•o•A►e
. Q Pt tAdda.rs
• QI ns,utt.aq-Owe,
•. 0 RIM LOIAA
• ❑ CIO n •d_4 aW_Dralg .
. ❑ GS., I 4 Oowb
t ❑.maw
t ❑ OIR,Gt+MreFler
. ❑ nayrwd
t 0 t.ee.•trs.
4 ❑ horeast.d
a PtST IAAr t.d'..se *sewn
. 0 roan*, egg
WRtr SAYa
• 81 Puss
fa Parcae
Cattetratagi
(R7
IN Rat •.d1
Wren ISMS;
NNW Ind
• Fur, Nat tempt tat
• C) asses
r =soma
a
• ❑ AIS- Ali Ca•t Obese
I`u
wH rdt
tt1102.aea
Cwmnece Articimm rt.
s'-
COL a w 0/1100 nut,
-Cs-- . ,
• M0 e • •
f Y
a a OM MO
• .1011ryN•.el
41,6 91,011
a
a `
• Open Ferndale I
MS MUM
t00011
AR r ra> _ mot_
'ir)VR}
10 11011 • 111,40
a
601MA. ISriD-
6YE•Ce R1�de Y
amttaeea
3. Please provide a drainage swale at the northern edge of the property to direct flows from the northwestern corner
of the site and the new shop building into the pond. As it is graded now, those flows will pass undetained to the
neighbor on the north.
4. Please provide a drainage swale along the eastern edge of the property to direct stormwater runoff into the
detention pond.
5. Please provide calculations for the proposed swales. showing that they can carry the 100 -year developed runoff
to the pond with adequate freeboard. For flows under 50 cfs, the County allows for freeboard in swales to be
calculated using 1.33x the design flows.
6. When calculating the weighted C value for the proposed site, please model the pond water surface area using
a 100% impervious value.
7. In the calculations, adjust the slope on the Existing Basins spreadsheet for concentrated flow. The slope is
being calculated with a 20' drop in elevation, instead of an 8' drop as shown in the Proposed Basin spreadsheet.
The slope is shown at 8%, which is too high. Please update the calculations to show the correct slope.
a. Since the runoff from the existing basin is so low in the 10 -year storm event. keeping the 0.10 cfs release
rate for the pond seems reasonable, even if the revised calculation results in a lower value.
8. The composite C -values for the proposed site (for 20.7% impervious) don't match the Urban Drainage Table 6-
5 for Type A soils. The values shown are higher than the table lists, so runoff is higher. It isn't a problem. just
a little confusing when reviewing report.
9. Please provide detailed drawings of the outlet structure, orifice plates for water quality and detention release
and for the pond's emergency overflow spillway.
4/11/2018
•
A
Et
Department of Public WorksI Development Review
1111 H Street, Greeley. CO 80631 p Ph. 970-400-3750 I Fax: 970-304-6497
www.weldgov.com/departments/public_works/development_review/
DRAINAGE REPORT REVIEW CHECKLIST
10 Once the revised design and drainage report have been submitted, the County may provide additional comments
in addition to the ones listed above. Depending on the complexity of the changes made, a full 28 -day review
period may be required.
11. Please provide a written response on how the above comments have been addressed when resubmitting the
drainage report. Thank -you.
4/11/2018
w
Department of Public WorksI Development Review
1111 H Street, Greeley. CO 80631 I Ph: 970-400-3750 I Fax: 970-304-6497
wwwweldgov. com/departments/public_works/development_ review/
PREPARED BY:
ST WY 34
15071 CYRAV/Y ROW 51
SWAN a nut RSSCS
25052 COCAWY RtD40 Si
M4VY SCHOTT
ROTC 061V
30.00
25771 COYAY1Y ROW 5J
.X44,1 CRE/I
331.28
PROPOSED
BULLRING
(7.500 S.F.;
tf.
b
`X
t
PROPOSED 15" DIA. OUTLET
PIPE W/FLARED ENO SE000N -.
PROPOSED OUTLET STRUCTURE
NBr4t0f
rA
sA
PROPOSED EDGY
OT ALE -WEATHER
CRAWL SURFACE
Nat
!t ex ♦ 045
•Acu1xs -
r
331.27A SSD'46'13'E
IX iDLC O< P7A 1(I Ha40NA
"t.
8
PROPOSED 6'N6'
TYPE 'K' RIP RAP PAD
PROPOSED TYPE 1' BURIED
RIP RAP EMERGENCY
OVERFLOW SPILLWAY
INDICATES EXTENT
OF WOCV RSL
&LEV .4673.00
INDICATES EXTENT
CF 100-YR wSL
i ELLY. .4674 50
16145 COUNTY ROW 51
.KTSC At MAIM PERM
WOCATES EXTENT
OF FREEBOARD
ELEV..4675.50
40 20 0
40
BO
ORIGINAL SCALE: 1 "40'
DETENTION POND SUMMARY
REWIR.€D w,II2C,V. (GR4!s VAR),
LW. .
LY.GIS V. !fa
4472 4Q.
-PQ/& p1VERT
44)1..
..1.12Q-YR. Y4WME WAR tat]
21.1 4.1.
IQQ_YR. WS%
4071 9_
ti. X FRiFiLIARD
467J5�.
QUM-YR, M9/ in)
._T*Uea
_. Mo.itAWAY FLOW (Mt
.2..19
5.71
.EMERGENCY 5PgLWAy. ELEV,
4674,50
MAX. "'towWSL
4875.00
RUNOFF SUMMARY TABLE
Po
CONTRIBUTING
EA
(acres)
RUNOFF
cM1
INVIIO
dBR
1
5.02
_ 168
5.78
JX1158441.21WES
L DORIC CONTOURS "Ca Afl AAPROIONA R. BAWD 04 OCTAL TERRA*
M0DO. GAT& ACTUAL G.EVATTOLS SAY VARY
T. PfONOWD ORAONG OT Ic OETE TION POND AS DENOTED ON TIES *LAN (S TO
DEMONSTRATE TIC POND'S PRELIMARY AREA NC VELURE& tic OESION (P%OR
TO OBTAXSNG A DRANK PEWIT FROM VELD MINTY PUBLM: MOMS
DEPARTMENT) WI a ADJUSTED ACCORDING TO ACTUAL nap SURVEY
VEY
NEOMIA ITC%
ROI M
SITE
VICINITY MAP
SCALE. 1" - 1 MILE
AAYPGTn LAW
ROI LAY
EX NtDb[L'.n WY/Tat
LX oar CLWR&V
Er SPOT Etn .
PR. SPOT NEWTON
A. NO]6EDMR OMTOUO
PR NOD CanouS
ex ef.Q
rw•Awuo r C/ka
O CTO IOM .ONO cT[Mtaa UZATO.
DRAINAGE MON OtsaN PD.NI
Wm ID
MSIN AREA (Mt..) -- - _l
to 4OIAMT cov71C4Nr _
tE0 vi RUNOFF COEFFICCEI
PR0PO LD OETDTTC. too-YR ISL
f/Ls ,w G%'A.4
PROPOSID ORAA(L
PROPOLLD :.00RETE
PROPOSED ASNAL,
X4464.20
f
l
I II
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
811
CALL 2 -BUSINESS DAYS IN ADVANCE
BEFORE YOU DIG, GRADE, OR EXCAVATE
FOR THE MARKING OF UNDERGROUND
MEMBER UTUTIES.
IHLE.XF:L, HARRELL A
Fngul.WrvrsurveA..
'4- II III .VI 4111 L
IT,U -
- "In. I .W1,RIiw4A.e
r, 111 ISO
'aCAUo MINN
PREPARED FOR:
FRONT RANGE
HYDRO —BANDITS, LLC
25199 CR 52
KERSEY, CO 80644
CONTACT: RAFAEL BAtRA
(970)-534-0960
U
-r
ISSUE DATE
USR SUBMITTAL 72/21/2016
[m vIr41P u.
L$'. Hr
S IN COI' HI
A{ NAYF
MC
I Ar TAIF'
HORIZONTAL
VERTICAL NA
PROPOSED
DRAINAGE
PLAN
PROJECT NO 21271-OOORtY
of 1
SHEET: 1 OF 1
Front Range Hydro- Bandits
26199 CR 52
Kersey, CO 80622
(970) 534-0969
HydroBandits@gmail.com
Good Afternoon Neighbors,
This is a letter to confirm there is a verbal agreement that there is no need for
screening of the trucks and employees vehicles is necessary
Please sign below if you would NOT like a fence to be put up, Please let us know of any
questions
you might have or concerns
Address: Name Signature
1. r cc>
2
3
4.
Thank you!!
Rafael Ibarra
From: Barb Brunk <barbb@dgmlIc.com>
Sent: Friday, November 30, 2018 2:11 PM
To: Kim Ogle <kogle@weldgov.com>
Cc: R Ibarra <hydrobandits@gmail.com>; 'bbrunk@kerseygov.com' <bbrunk@kerseygov.com>; Julie
Piper <JPiper@KerseyGov.com>; Christian Morgan (CMorgan@KerseyGov.com)
<CMorgan @ KerseyGov.com>
Subject: RE: Notice of Inquiry KERSEY [Ibarra].pdf
Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you
recognize the sender and know the content is safe.
Kim,
I got a call from the applicant last week and the applicants' representative this morning. Here is the
Notice of Inquiry. I thought we responded to a USR referral on this property? The property is not
eligible for annexation at this time. We would request that they consider annexation when they are
eligible for at some time in the future. Please require the applicant to install all appropriate screening
as you move this through the review process.
Barb
Barbara Brunk. Town Planner
Town of Kersey
P.O. Box 657
Kersey. CO 80644
Office: 970-353-1681
Cell: 303-775-6180
www.townofkersey.com
bbrunk@kerseygov.com
Notice of Inquiry
Development within a Coordinated Planning Agreement
or Intergovernmental Agreement (CPA or IGA) Boundary
Date of Inquiry
5/25/2018
Municipality with CPA or IGA
Kersey CPA
Name of Person Inquiring
Rafael Ibarra
Property Owner
Rafael Ibarra
Planner
Kim Ogle kogle@weldgov.com
Legal Description
Lot A, RE -1413, part W2SE4SW4SW4 28-5-64
Parcel Number
0963-28-0-00-040
Nearest Intersection
County Road 52 East of County Road 53
Type of Inquiry
USR for Trucking Company
The above person inquired about developing a property inside your designated CPA or IGA boundary. This person
has been referred to community by Weld County Planning to discuss development options on this site. Visit
Chapter 19 of the Weld County Code for specifics on your agreement.
Weld County Comments
Property is located within the CPA between Weld County and the Town of Kersey. PerCPAAgreementthe County
refersapplicantstotheTownforaconversation regarding the benefits of annexation, a pre -annexation agreement
with the Town or taking no action and referring the applicant back to the County.
Name/Title of Municipality Representative
Municipality Comments
Kim Ogle
Digitally signed by Kim Ogle
Date. 2018.11.27 06:30.16 -07'00'
Signature of Weld County Planner
Barbara Brunk
Digitally signed by Barbara Brunk
Date 2018 11.30 14.02:03 -07'00'
Signature of Municipality Representative
Plase return the signed form to:
Weld County Planning Department
1555 N 17r' Avenue, Greeley, CO 80631
(970) 353-6100 x3540 (970)304-6498 fax
DBC
Drexel, BarrelI & Co.
Traditional Services, Innovative Solutions
Since 1949
DREXEL BARRELL & Co.
Engineers - Surveyors
MEMORANDUM
TO: Front Range Hydro -Bandits, LLC
26199 County Road 52
Kersey, CO 80644
Attn: Rafael lbarra
FROM: Derek Schuler. P.E.. PTOE
DATE: March 26, 2019
RE: Traffic Analysis for Front Range Hydro -Bandits Services Development
Weld County. Colorado (Second Submittal)
This traffic analysis serves to summarize the land use. probable trip generation and
distribution, and vehicular access to the proposed trucking storage and delivery facility
to be located at 26199 County Road 52. The site is generally located due south of the
Town of Kersey core. See related site plan for site location and layout. The existing 4.8
acre site is currently occupied by a single family home and three shed structures. The
site is zoned as A — agricultural and is generally surrounded by large lot home sites and
other farming uses.
The existing home and sheds will remain and is planned to serve as owner's residence.
The new use will add 12 regular automobile parking spaces for employees on a gravel
surface. The site will have parking available for the owner's 10 trucks on a gravel
surface. There is one existing access point on site that will be utilized for the new use.
This access point on CR 52 is located approximately 675 feet east of CR 53 and about
2 miles south of US 34/downtown Kersey.
Proposed Land Use & Trip Generation
The proposed land use will be the single family residence and the storage of
commercial vehicles and equipment in support of the trucking delivery operation. The
business plans to operate from 5:30 AM to 6:30 PM. Monday to Friday. Based on
county concerns from the first submittal, the owner has modified and clarified
arrival/departure details for all site trips The daily operation will be split up into two work
shifts: 6am-4pm and 8am-6pm. Each shift will be staffed by 6 employees who arrive 30
minutes prior to shift start and depart within 15 minutes of shift end. 5 of the employee's
then drive 5 of the owner's trucks for deliveries. The daily total is 12 employees and 10
trucks. All trucks are between 20-40 feet in length and a passenger car equivalent
(PCE) of 2 is used for each truck for the purposes of this analysis.
1800 38th Street, Boulder, Colorado 8030 I (303) 442-4338
DB Job No. 21271.00GRCV
Traffic Analysis for Front Range Hydro -Bandits Services
Page 2
Based on this arrangement. there will be two equal but separate peak hours for site
traffic in both the morning and afternoon. These are roughly 5.30am-6:30am, 7:30-
8:30am. 3:15-4:15pm., and 5:15-6:15pm. The trip generation calculations show the full
daily site traffic but only one AM and one PM peak hour consisting of a single shift
operation.
Table 1 below shows the probable trip generation numbers. The table shows the
number of expected trips for the development using the latest ITE trip rates and the
owner supplied data. This manual is currently in its 10th edition and is an industry
accepted informational report published by the Institute of Transportation Engineers.
Since no land use closely resembles this proposed storage/delivery operation, the
owner's shift details were used. which was 64 trips/day (see table for PCE adjustment
for trucks). Land use #210. Single Family Home accounts for the existing and
remaining home site resulting in 10 trips/day. Using the ITE rates and the owner
supplied data. the development is anticipated to generate about 74 daily trips, 17 trips
(6 in/11 out) in the morning peak hour and 17 trips (11 in/6 out) in the evening peak
hour.
L'
ITE Code I Land Use Sue
Trip Generation Rates
Traps
Generated
Average
Weekday
TrrFs
AU PS -Hour (7 - 9)
PLI Peak -Hour (4 - 6)
Inbound I
% Tops Trgs I%.
Outbound
Trips Tips
Total
Inbound
%Tnps Taps
Outbound IToh,i
%Tnps Traps
Avg Weekday
All PEAK
PM PEAK
4210 - Single Farm Home' 1 DU
Employees 12 EA
Trucics(PCEY 20 EA
9.52
2
2
100
0 50
0 50
1.00
0.50
0.50
10
24
Si)
25%
100%
0%
0
6
75%
0%
100'%
1
-
10
1
6
10
63%
096
100%
1
-
10
37%
100%
0%
0
6
-
TOTALS
74
6
11
17
11
6
cu e "Trp Generation' Irtsttule ct Transportation Engneers, 9th Edfdon 2012
'Trucks are 20-40 feet n length A passenger car eguvalent of 2 is used for these trucks
Existing Roads & Distribution
CR 52. in front of the subject site is classified as a local unpaved road. It is narrow at
roughly 18' wide. but can generally accommodate two way travel at low speeds. The
latest ADT provided by the county is 121 vehicles per day (vpd) with 29% trucks.
Nearby perpendicular (north/south) CR 53 is a paved and striped two lane collector
street. The latest ADT provided by the county is 2.681 vpd and 34% trucks. There are
no turn lanes or paved shoulders on CR 53 in the immediate area. Based on the
owner's trucking destinations: 80% of the site truck traffic will be associated to the west
toward CR 53. Of this 80%, the owner states that in the morning 50% of trucks will turn
right and 50% of trucks will turn left onto CR 53. These trucks will return at the end of
each shift using the same route. The current employees are all coming from the north
along CR 53 (a conservative assumption adding southbound left turns). A traffic model
for this analysis has been created using Synchro version 10 software. See Figures 1 &
2 for diagrams of peak hour site trip distribution. See Figures 3 & 4 for estimated total
traffic during peak hours.
1800 38th Street, Boulder, Colorado 8030I (303) 442-4338
DR Job No 21271-00GRCV
Traffic Analysis for Front Range Hydro -Bandits Services
Page 3
Figure 1: Site AM Traffic
with PCEs)
Departing site:
5 trucks (10 PC Es)
1 passenger vehicle
Figure 2: Site PM Traffic (with PCEs)
Departing site:
6 employees in
passenger vehicles
Arriving at site:
6 employees in
passenger vehicles
Arriving at site:
5 trucks (10 PCEs)
1 passenger vehicle
1800 381" Street, Boulder, Colorado 80301 (303) 442-4338
DB Job No 21271.00GRCV
Traffic Analysis for Front Range Hydro -Bandits Services
Page 4
Figure 3: Total AM Traffic (with PCEs)
Figure 4: Total PM Traffic (with PCEs)
1800 38`h Street, Boulder, Colorado 80301 (303) 442-4338
DB Job No 21271-00GRCV
Traffic Analysis for Front Range Hydro -Bandits Services
Page 5
The proposed site traffic distribution avoids too many turning movements in any hour.
The maximum turning volumes are below the thresholds for right and left turn lanes (25
and 10 vph respectively) for a rural highway per the State of Colorado Access Code.
Per Table 1. PCEs are provided for all trucks. The applicant is required to either
maintain the proposed site traffic patterns or ensure the turning thresholds are not
exceeded following any changes (such as new employees or new trucking
destinations).
The resulting levels of service (LOS) for total traffic at the CR52/CR53 intersection are
shown in Figures 5 & 6. LOS is a qualitative measure used to relate the quality of
motor vehicle traffic service based on vehicle volume and delay LOS A represents free
flowing conditions and LOS F represents highly congested conditions. All approaches
to this intersection have LOS B or better during both peak hours.
Figure 5: AM Peak LOS - CR 52/53 Intersection
RCM 2000 SIGNING SETTINGS
EBL
-D.
EBR
k.a
t
t.
NBR
i
'm./
SBR
c
we
EBT
Lane. and `,t-iaring IttRLI
0
44
4►
4+
4.
Traffic Volume (vph)
1
0.
J
8
1
0
180
4a
11
Future Volume I phi
i-I
0
8
1
8
0
180
4
9
18.1.
Sign Control
Stop
Stop
-
-
Free
Free
Median Width Ittl
0
II
0
0
TWLTL Median
--
-
-
-
•
O
O
❑
Right Turn Channetaed
-
None
None
-
-
None
None
Critical Gap. tC (s)
-
15
— i
7.1
6.5
- 6_2
—
—
H
4_1
!
Follow Up Time tEha
40
35
411
11
-
-
22
-
Volume to Capacity Ratio
0.00
0.03
0.03
0.03
—
0.00
(toil
am
am
—
controlDelayl'l
1' =
10 F,
1116
10 r;
0.0
0.01
01
04
Level of Service
B
B
B
B
A
A
A
A
��
Queue Length '35th itt I
..
-
ii
1
1
Approach ()Say (s)
11 9
10 6
0 0
0 4
Figure 6: PM Peak LOS - CR52/53 Intersection
HCM 2000 SIGNING SETTINGS 1
J
ILI
EBL
EBR
WBL
4-t
WBR
NBL
NBT
NBR
•
SBL §aT
1
SBR
WBT
EBT
Lane: and ' 'rNanng #FI L I
.
0
4.
4+
4►
4,
Traffic Volume Ivphl
1
0
4
1
9
0
180
8
180
0
Future Volume Ivphl
0
-
0
180
8
8
180
0
Sign Control
Stop
Stop
Free
-
—
MedianWidthIt,I
iI
0
—
—
0
—
TWLTL Median
—
-
(]
�
Right Turn Channeled
None
None
-
Non
—
—
None
Critical Gap, tC (s)
6 5
-
7.1
6.5
6.2
-
41
Follow up Ttme rF It
4 u
3 5
4.0
3.3
—
—
—
22
Volume to Capacity Ratio
0.00
0.02
0.02
O. r i
-
- I W
. _
:
Control Delay I::I
11 i
10 2
10 2
10 2
0.0
0. r
0.1
Q4
—
Level of Service
-
8
-
B
B
8
-
A
_=
Queue Length 95th fit
'
2
0
I
0
0
-
Approach Delay lsl
119
- -
10.2
-I -
0.0
4
1800 38th Street, Boulder, Colorado 80301 (303) 442-4338
DB Job No 21271 -OOGRCV
Traffic Analysis for Front Range Hydro -Bandits Services
Page 6
Per county comments, tracking control is required for this site. This site requires double
cattle guards and 100 feet of road base on all driving surfaces or approved equivalent.
This requirement is reasonable for the amount of proposed truck traffic using unpaved
CR 52. The related features have been shown on the proposed site plan.
Conclusion
With the addition of the proposed development. vehicular traffic is adequately
accommodated by CR 52 and CR 53. The applicant is required to either maintain the
proposed site traffic patterns or ensure the turning thresholds are not exceeded
following any future changes.
If you have any questions or would like to discuss my analysis further. please don't
hesitate to contact me.
Sincerely.
Drexel, Barrell & Co.
(DerekSchuler
Derek Schuler. P.E., PTOE
Transportation Group Leader
1800 38Th Street, Boulder, Colorado 80301 (303) 442-4338
DB Job No 21271-00GRCV
DBC
Drexel, Barrel) & Co.
Traditional Services. Innovative Solutions
Since 1949
DREXEL BARRELL & Co.
Engineers - Surveyors
MEMORANDUM
TO:
Front Range Hydro -Bandits, LLC
26199 County Road 52
Kersey, CO 80644
Attn: Rafael Ibarra
FROM: Derek Schuler. P . PTOE
DATE: December 19. 2018
RE: Traffic Narrative for Front Range Hydro -Bandits Services Development
Weld County, Colorado
This memorandum serves to summarize the land use. probable trip generation, and vehicular
access to the proposed trucking storage and maintenance facility to be located at 26199 County
Road 52. The site is generally located due south of the Town of Kersey core. See the attached
figure for a vicinity map and proposed site layout The existing 4.8 acre site is currently
occupied by a single family home and three shed structures. The site is zoned as A -
agricultural and is generally surrounded by large lot home sites and other farming uses.
The existing home and sheds will remain and is planned to serve as owner's residence. A
location for a future building has been designated at the north end of the property. There are no
specific details on the future building at this time except that it will include an office. restroom,
and shop for basic maintenance of trucks. The new use will add 33 regular automobile parking
spaces for employees on a gravel surface. A handicapped accessible space will also be
provided if required. The site will have parking available for 15 semi -trucks on a gravel surface.
There is one existing access point on site that will be utilized for the new use. This access point
on CR 52 is located approximately 675 feet east of CR 53 and about 2 miles south of US
34/downtown Kersey
Proposed Land Use & Trip Generation
The proposed land use will be the single family residence and the storage of commercial
vehicles, tools. supplies. and equipment in support of the trucking company. The business
planned to operate from 5:00 AM to 8:00 PM, Monday to Friday with vehicles arriving and
departing generally at the beginning and end of each work day. 30 full-time employees are
planned to be on staff. The owner has estimated about 90 trips, 60 from the employee's
personal vehicles and 30 from the trucks. The owner claims the employees will arrive and
depart in their trucks prior to the morning peak hour. During the evening peak hour, typically all
trucks will return and all employees will leave the site.
Table 1 below shows the probable trip generation numbers. The table shows the number of
expected trips for the development using the latest ITE trip rates and the owner supplied data.
This manual is currently in its 10`" edition and is an industry accepted informational report
1800 38`x' Street. Boulder, Colorado 80301 (303) 442-4338
DB Job No 21271-00GRCV
Traffic Narrative for Front Range Hydro -Bandits Services
Page 2
published by the Institute of Transportation Engineers. Since no land use closely resembles this
proposed storage operation. the owner's estimation was used (90 trips/day). Land use #210.
Single Family Home accounts for the existing and remaining home site. Using the ITE rates
and the owner supplied data. the development is anticipated to generate about 100 daily trips, 1
trip (0 in/1 out) in the morning peak hour and 47 trips (16 in/31 out) in the evening peak hour.
an -. = .�.n.,.— rc
Table 1 - Trip Generation Estimate for ;
Front Range Hydro -Banes Services - Weld Cdurtilip
T rip Generation Rates I
T rips Generated
Average
Weekday
Trips
AM Peak -Hour (7 • 9)
PM Peak -Hour (d - 6)
Inbound
% Trips Trips
Outbound
% Trips Ira
Total
Inbound
% Trips Tops
Outbound
Tnps Trips
Total
Av'g 'beet lay
AM PEAK'
PM PEAVT.
ITE Code / Land Use Size
#210 - Single F3mly Hart 1 DL
E.rrglc y€es Tun s r 9 r.•13
? c2
r. a
0 -5
3
1.00
050
10
90
25%
0%
0
-
75%
100%
1
-
1
1
e3%
33%
1
15
37%
e7%
3
30
TOTALS
100
3
1
1
IC
at
4-
Sairoe "Trio Generation' Institute ;f Trarscectebon Ernirees. 9th Edition- 2)12
"ALswrret k ate
teSF = 1000 Gross Leasable Floor Area. DU = Dueling Unit
Existing Roads & Distribution
CR 52, in front of the subject site. is classified as a local unpaved road. It is narrow at roughly
18' wide. but can generally accommodate two way travel at low speeds. Nearby perpendicular
(north/south) CR 53 is a paved and striped two lane collector street. There are no turn lane or
paved shoulders on CR 53 in the immediate area. It is estimated that about 80% of the site
generated traffic will be associated to the west toward CR 53. Of this 80%, the owner states
that in the morning 50% of trucks will turn right and 50% of trucks will turn left onto CR 53.
These trucks will return at the end of the day using the same route. The employees leaving
work will mostly be turning right onto CR 53 toward Kersey and US 34 Under the proposed
scenario. the main issue of concern is the roughly 13 trucks that would be projected to turn left
into the site during the evening peak hour. Six or seven of these trucks would also be turning
left on southbound CR 53 to CR 52 The truck arrivals during the pm peak will usually have
several minutes of separation and queuing is not expected. The employee departures are
mostly right turns onto CR 52 and then CR 53 which is not a concern. Therefore, additional
auxiliary turn lanes are not recommended on both CR 52 and CR 53.
Conclusion
With the addition of the proposed development, vehicular traffic will be more than adequately
accommodated by CR 52 and CR 53.
If you have any questions or would like to discuss my analysis further. please don't hesitate to
contact me.
Sincerely.
Drexel, Barrell & Co.
DerekSchuCer
Derek Schuler. P.E., PTOE
Transportation Group Leader
1800 38th Street, Boulder, Colorado 8030 I (303) 442-4338
DB Job No 21271.00ORCV
Hello